SW8050547_Historical File_20091028 (2)

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
October 28, 2009
Mr. Jon W. Rosborough, Airport Director
New Hanover County Airport Authority
1740 Airport Boulevard
Wilmington, NC 28405
Subject: Stormwater Permit No. SW8 050547
Wilmington International Airport Phase I and Phase II
High Density Project
New Hanover County
Dear Mr. Rosborough:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete, modified Stormwater Management Permit
Application for Wilmington International Airport Phase I and Phase II on October 22, 2009. Staff
review of the plans and specifications has determined that the project, as proposed, will comply
with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding
modified Permit No. SW8 050547 dated October 28, 2009, for the construction of the subject
project.
This permit is for the stormwater treatment of a designated, high -density pocket consisting of
264 acres in accordance with Permit No. SW8 040836 for the Airport Master Stormwater Plan.
This permit modification adds Phase II and shall be effective'from the date of issuance until
June 15, 2015, and shall be subject to the conditions and limitations as specified therein.
Please pay special attention to the Operation and Maintenance requirements in this permit.
Failure to establish an adequate system for operation and maintenance of the stormwater
management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing upon written request within thirty (30) days following
receipt of this permit. This request must be in the form of a written petition, conforming to
Chapter 150B of the North Carolina General Statutes, and filed with the Office of Administrative
Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands are made this
permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact
Linda Lewis, or me at [phone].
Sincerely,
Georgett Scott
Stormwater Supervisor
Division of Water Quality
GDS/arl: S:\WQS\STORMWATER\PERMI`RO50547mod.oct09
cc: Eric Stumph, P.E., Talbert & Bright, Inc.
New Hanover County Building Inspections
City of Wilmington Development Services
Beth Wetherill, New Hanover County Engineering
Wilmington Regional Office Stormwater File
Central Files
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 Qng
Phone: [phone] FAX: [phone] Customer Service:1-877-623-6748 NorthCarohna
Internet: www.nanraterquality.org
An Equal Opportunity 1 Affirmative Action Employer �� ` ����✓9ryp

State Stormwater Management Systems
Permit No. SW8 050547Mod.
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Jon W. Rosborough and New Hanover County Airport Authority
Wilmington International Airport Phases / and 1l
Airport Boulevard, Wilmington, New Hanover County
FOR THE
construction, operation and maintenance of an extended dry detention basin in
compliance with the provisions of Session Law 2008-211 and 15A NCAC 2H .1000
(hereafter collectively referred to as the "stormwater rules') and the approved
stormwater management plans and specifications and other supporting data as
attached and on file with and approved by the Division of Water Quality and considered
a part of this permit.
This permit shall be effective from the date of issuance until June 15, 2015, and shall
be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.6 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 8,468,064 square feet of
impervious area.
3. The tract will be limited to the amount of built -upon area indicated in Section 1.6
of this permit, and per the application, the approved plans, calculations and other
supporting documentation.
4. Where an individual project is being leased or sold, the stormwater collection
system must be located in either dedicated common areas or easements and the
final plats will be recorded showing all such required easements.
5. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system. FAA
requirements prohibit standing water (i.e., permanent pools) and stipulate that
the design storm must be fully drained within 48 hours. The approved plans
include a low flow device but do not include a permanent pool at the low flow
outlet or sediment storage below the low flow outlet.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 050547Mod.
6. The following design criteria have been provided in the extended dry detention
basin and must be maintained at design condition:
a. Drainage Area, acres: 264.00
Phase I onsite, ft2: 6,534,000 (150 acres)
Phase II onsite, ft2: 4,965,840 (114 acres)
Offsite, ft2: 0 for both phases
b. Total Impervious Surfaces, ft2: 8,468,064
Phase I: 4,247,100
Phase ll: 41220,964
C. Design Storm, inches:
Phase I: 1.0"
Phase II: 1.5"
d. Basin Bottom Elevation, feet: 7.0
e.OTSS removal efficiency: 50%
f. Storage Elevation, FMSL: 13.0
g. Storage Surface Area, ft2: 506,082
h. Permitted Detention Volume, ft3: 1,058,112
i. Sediment Storage Volume, ft3: 206,459
j. Seasonal High Water Table, FMSL: 6.0
k. Controlling Orifice: 12.0" W hole in 16" DIP endcap
I. Drawdown Time for 12.0" 0 orifice, hrs: 57
M. Receiving Stream/River Basin: Smith Creek / Cape Fear
n. Stream Index Number: 18-74-63
o. Classification of Water Body: "C; Sw"
OTributary projects must provide an additional BMP with a sufficient TSS removal
efficiency such that the total TSS removal, including the dry detention, is at least 85%.
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
5. The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 050547Mod.
6. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification_ A.
modification may be required for those deviations.
7. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
8. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
9. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for an
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought or required.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
10. The permittee shall submit final site layout and grading plans for all permitted
future areas shown on the approved plans, prior to construction.
11. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
12. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
ade.
III. GENERAL CONDITIONS
1. This permit is not transferable except after notice to and approval by the Director.
At least 30 days prior to a change of ownership, or a name change of the owner
or project, or a mailing address change, the permittee must submit a completed
and signed Name/Ownership Change Form to the Division of Water Quality,
accompanied by the documentation listed on the form. The approval of this
request will be considered on its merits and may or may not be approved. The
permittee is responsible for compliance with all permit conditions until such time
as the Division approves the transfer request.
Page 4 of 7

State Stormwater Management Systems _
Permit No. SW8 050547Mod
2. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall submit a permit renewal application and fee at least 180
days prior to the expiration date of this permit.
Permit originally issued lie 15th day of June 2005
and modified this the 28 day of October, 2009.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
yeieen hpsuuins, uirecior
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5of7

State Stormwater Management Systems
Permit No. SW8 050547Mod.
Wilmington International Airport Phases I and II
Stormwater Permit No. SW8 050547Mod
New Hanover County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 050547Mo&
Certification Requirements:
The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
.11. The permitted amounts of surface area and/or volume have been
provided.
_12. Required drawdown devices are correctly sized per the approved plans.
_13. All required design depths are provided.
14. All required parts of the system are provided, such as an outlet structure
and a forebay.
_15. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
New Hanover County Building Inspections
Page 7 of 7

State Stormwater Management Systems
Permit No. SW8 050547Mod.
The master permit tables for Phase I and Phase II were added to the permit on
September 20, 2010, as part of the review for the modification to SW8 060515.
Master Permit No. SW8 050547 Phase I
Starting New BUA balance = 4,247,100-1,222,553 = 3,024,54
Offsite Permit No.
Date Issued
Offsite Project Name
Proposed
BUA
Remaining
BUA
SW8 050801
General Aviation Apron
Expansion
151,589
2,872,958
SW8 060326
Air Wilmington FBO
Buildin
196,725
2,676,233
SW8 060515
Credit Card Parking Lot
225,722
2,450,511
Master Permit No. SW8 050547 Phase II
Startinf 1 New BUA balance = 4,220,964-418 705 = 3,802,259
Offsite Permit No.
Date Issued
Offsite Project Name
Proposed
BUA
Remaining
BUA
SW8 050547
_
10/28/2009
ILM Phase I and Phase II
for gravel roads
15,843
3,786,416
Page 8of8

�- DWQ USE ONLY
Date Received
Fee Paid
Permit Number
_iVy
Applicable Rules: ❑ Coastal SW —1995 ❑ Coastal SW — 2008 ❑ Ph 11- Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
0 Other WQ Mgmt Plan: .11
State of North Carolina �-�.,�
Department of Environment and Natural Resources
Division of Water Quality sgp 2fit�
STORMWATER MANAGEMENT PERMIT APPLICATIO RM
This form may be photocopied for use as an original ----!
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Wilmington International Airport Stormwater Management - Phase _T J.1+
2. Location of Project (street address):
1740 Airport Boulevard
City:Wihnington County:New Hanover Zip:28405
3. Directions to project (from nearest major intersection):
From the Martin Luther King Blvd /US 74 exit to N. 23`a St turn left onto N. 23Rd St Travel apnox 47 miles
Turn right onto Airport Boulevard (Main airport entrance). Basin accces is W12ox 21 miles on the right
down the first gravel road.
4. Latitude:34° 15' 50.23" N Longitude:77° 54' 51.06" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ❑New ❑Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberSW8 05Q547 , its issue date (if known)lune 15, 2005 , and the status of
construction: ❑Not Started ❑Partially Completed* Z Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, NA and the previous name of the project, if different than currently
proposed, NA
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major
❑NPDES Industrial Stormwater
ZSedimentation/Erosion Control: 30.0 ac of Disturbed Area
0404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:Wilmin- International Airport Stormwater Management - Phase II
Sedimentation and Erosion, Control Permit Approval NEWHA-2010-005
Form SWU-101 Version 07July2009 Page 1 of 6

7S4E
cFxvaED
III. CONTACT INFORMATION P b4 2009
a. Print Applicant / Signing Official's name and title (specifically the develo er, property owner, lessee,
designated government official, individual, etc. who owns the projeco: BY:
Applicant/Organization: New Hanover Cou= Airport Authority
Signing Official & Titlejon W. Rosborough, Airport Director
b. Contact information for person listed in item 1a above:
Street Address:1740 Airport Boulevard
City _Wilmington State:NC Zip:28405
Mailing Address (if applicable):same
City:
State:
Zip:
Phone: (910 ) 341-4333 ext.1001 Fax: (910 ) 341-3465
Email:jrosborough®flvilm.com
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official &
b. Contact information for person listed in item 2a above:
Street Address:
City:
Mailing Address (if applicable):
City:
Phone: ( )
Email:
State: Zip:
State: Zip:
Fax: ( )
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:Eric Stumph, PE, Talbert & Bright, Inc.
Signing Official & Title:Eric Stumph, Project Manager
b. Contact information for person listed in item 3a above:
Mailing Address:4810 Shelley Drive
City:Wilmftton _ _ State:NC Zip:28405
Phone: (910 ) 763-5350 Fax: (910 ) 762-6281
Email:[e-mail]
4. Local jurisdiction for building permits: New Hanover County
Point of Contact:Jay Graham Phone #: (910 ) 798-7175
Form SWU-101 Version 07July2009 Page 2 of 6

(eV p, [()-ZZ-ZC)0q
IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Extended dry detention with forebay will be used to treat stormwater.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.Identify the regulation(s) the project has been designed in accordance with:
® Coastal SW -1995 ❑ Ph Il - Post Construction
3. Stormwater runoff from this project drains to the Cane Fear River basin.
4. Total Property Area:1620.8 acres 5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area : acres
* Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water {NflW9 line or Mean High Water
(MHM line, and coastal wetlands landward ffrrom the NHW (or MHIw line. The resultant project area is used to
calculate overall percent built upon area (BLIA). Non -coastal wetlands landward of the NHW (or MH1M line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 73.64 %
How many drainage areas does the project have? 1 (For high density, count 1 for each proposed
engineered stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Bashi Information
Drainage Area 1
D-rainage Area _
Drainage Area
DrairkW Area
Receiving Stream Name
Smith Creek
Stream Class *
C, Sw
Stream Index Number *
18-74-63
Total Drains Area (sf)
11,499,840
On -site DraLage Areas
11,499,840
Off -site Drainage Area (so
0
Proposed Impervious Area
8,468,064
% Impervious Area total
73.64
1m.. :i:us'*SurfwcoA rea
DuinwAreal
Drajn2r Area
DrIrtap ,gyres
] dii ie Area
On -site Buildings/Lots (so
NA
Distribution of permitted
tributary impervious surfacing
unknown at this time.
On -site Streets s
NA
On"ite Parkin s
NA
On -site Sidewalks (sf)
NA
Other on -site (sf)
15,843
Other = Gravel maintenance
road In basin vicinity
Future (s
6,810,963
Off -site (sf)
NA
Existing BUA*** (so
1,641,258
Total (sf):
8,468,064
oucurn stubs unu index lvumner can ne aeterminea at: nttpYlhzo.enr.state.nc.usMmslreports/reportSM html
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 07July2009 Page 3 of 6

'Report only that amount of existing B UA that will remain after development. Do not report any existing B LIA that
is to be removed and which will be replaced by new B UA.
11. How was the off -site impervious area listed above determined? Provide documentation. AMCWAA 4ri D
entirely on -site.
..
Prolects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per NT,4C 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
fromh=://h2o.enr.state.nc.us/su/bmp formshtm.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from http://h2o.enr.state.nc.us/su/bmp forms htm. The complete application
package should be submitted to the appropriate DWQ Office. (The appropriate office may be found by
locating project on the interactive online map at http:/ /h2o.enr.state.nc.us/su/msi maps htm.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package fromhttp://h2o.enr.state.nc.us/su/bmp forms htm.
' s
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.envhel�ore/cages/onestopexpress html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations.
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
J. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
Form SWU-101 Version 077u1}2009 Page 4 of 6

RECFIVE� /
9. Copy of any applicable soils report with the associated HW,9KV-`li se identify N`
elevations in addition to depths) as well as a map of th boring locations with the existing
elevations and boring logs. Include an 8.5"x11" copy o # Q RECEIVED
County Soils map with the
project area clearly delineated. For projects with infiltration BMPrt should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: See Attached Page No: r
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item 1a, 2a, and/or 3a per NCAC 2H.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http: / /www.secre!gzy.state.nc.us/Corl2orations/CSeardi.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from
http://h2o.enr.state.nc.us/su/bml2 forms.htm#deed restrictions. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Eric Stumph, PE
Consulting Firm: Talbert & Bright, Inc.
Mailing Address:4810 Shelley Drive
City:Wilmington State:NC Zip:28405
Phone: [phone] Fax: (910 ) 762-6281
Email:estumph®tbiilm.com
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information,
own the property identified in this permit application, and
listed in Contact Information, item 1a)
Contact Information, item
item 2a) , certify that I
thus give permission to (print or type name of person
with (print or type name of organization listed in
develop the project as currently proposed. A copy of
been provided with the submittal, which indicates the
Ire,
the lease agreement or pending property sales contract has
party responsible for the operation and maintenance of the stormwater system.
Form S)VU-101 Version 07July2009 Page 5 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: Date:
a Notary Public for the State of
. do hereby certify that
before me this _ day of
County of
personally appeared
. and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL ]RECEIVED
sY:
My commission expires
X. APPLICANT'S CERTIFICA'ITON
I, (print or type name of person listed in Contact Information, item 2) Ion W. Rosborough
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules r 15 , NCAF 2H .1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
Signature:
Date: T UG-y,Sr ,Zo �y
I, 34hf A 5 •-IKO tor/4 r otary Public for the State of A59M (20-0LINA , County of
N" &W6V6 e- do hereby certify
Jtiffy that ON l� �asBo,eauGFl personally appeared
before me this 3��""
day of T d002 and ac owledge the due execution of the application for
a stormwater er 't.�Witness my hand and official seal, A.
t%OTAgY
SEAL
My commission expires 0&/.19 & all
Form SWU-101 Version 07July2009 Page 6 of 6

m
S E P 2 4 2009
Stormwater Management
Narrative and Computations
Stormwater Management -
Phase II Project
TBI Project Number: 3301-0903
Expansion of Extended Dry Detention Basin No. 1
and Construction of an additional Conveyance
Pipeline
Wilmington International Airport
Wilmington, NC
Prepared For:
New Hanover County Airport Authority
BY:
Talbert & Bright
Engineering & Planning Consultants
4810 Shelley Drive
Wilmington, NC 28405
APPROVED
Tel. [phone]
NORTH CAROLINA ENVIRONMENTAL
Fax 91NC Licenssee
MANAGEMENT COMMISSION
NNo. o. C-0 -0713
DIVISION OF WATER QUALITY
July 2009
Zg -cc.T- z.
Revised September 8, 2009
N
SEAL
024169
Af

RECRIV ,.
zoo
WILINGTON INTERNATIONAL AIRPORT
WILMINGTON, NORTH CAROLINA BY:
STORMWATER MANAGEMENT - PHASE II
Table of Contents
Design Narrative
Figure #1— Existing Conditions
Figure #2 Proposed Conditions
Stream Classification
Soils Map
USGS Map
Appendix A —1.22 Inch Rainfall Analysis, Drawdown Time, 1-yr Pre/Post
Appendix B Peak Flow Attenuation Analysis (2, 10, 25, 100-yr events)
Appendix C Outlet Blockage Analysis (100-yr event)
Appendix D — Conveyance Pipeline Computations (25 & 100-yr events)
Appendix E — Outlet Protection & Channel Lining Computations
Appendix F Drainage Maps — Existing & Proposed Conditions
2

1
WILINGTON INTERNATIONAL AIRPORT
WILMINGTON, NORTH CAROLINA
STORMWATER MANAGEMENT - PHASE II
IPROJECT OVERVIEW
This project represents the second phase of implementation of the Stormwater Master
Plan (SW8 040836) prepared for Wilmington International Airport in October 2004.
This project includes a modification of Extended Dry Detention Basin No. 1 constructed
in 2005 and a portion of a stormwater conveyance pipeline to carry runoff from Phase II
drainage area to the Extended Dry Detention Basin No. 1.
Wilmington International Airport is located approximately 2 miles north of the city of
Wilmington, North Carolina. The Airport is a Category C-III facility with regularly
scheduled passenger service provided by several airlines. The primary runway, 6-24, is
8,015 feet long by 150 feet wide and is equipped with ILS approaches on both ends.
The project work is located entirely outside the airport security perimeter, on the land
side of the airport. The stormwater improvements will receive stormwater flows from the
general aviation redevelopment projects and new development on the northern area of
airport property.
The New Hanover County SCS Soil Survey indicates that the soils are a mixture of
predominantly Leon (Le), Pantego (Pn), Norfolk (No), and Onslow (On) in the drained
condition — hydrologic group `B" and minimal areas of Stallings (St) and Lynchburg (Ls)
— hydrologic group "C" and minimal areas of Seagate (Se) — hydrologic group "A". The
project is within a drainage basin that drains to Smith Creek (C, Sw) as illustrated on the
attached USGS Topo Map.
The previously permitted and constructed Phase I project consisted of approximately
1,300 feet of 48" and 1,150 feet of 72" pipe, the initial basin excavation, and outlet
control devices.
The majority of the Stormwater Management — Phase II contract includes installation of
approximately 3,700 feet of 72 inch reinforced concrete pipe and further work to expand
Extended Dry Detention Basin No. 1 by approximately 60,000 cubic yards necessary to
comply with North Carolina Stormwater Rules and the New Hanover County Stormwater
Management Ordinance.
The layout of project components is depicted on Plan Sheet L-1. Figure #1 depicts
predevelopment conditions. A full size plan sheet is included in Appendix F. Figure#2
depicts existing Phase I and proposed Phase II. A full size plan sheet is included in
Appendix F. Plan Sheet P-2 depicts a plan view of Extended Dry Detention Basin No. 1.
Plan Sheet D-6 depicts the low flow outlet details for Extended Dry Detention Basin No.
1.

1
The Stormwater Master Plan originally depicts Phase II stornwater runoff directed to a
second extended dry detention basin located near the northeastern portion of the airport
property. Due to unfavorable subsurface investigations, a second proposed treatment
device is not feasible.
Extended Dry Detention Basin No. 1 is a stormwater management facility intended to
address the water quality and peak flow attenuation requirements of the North Carolina
Stormwater Rules and the New Hanover County Stormwater Management Ordinance.
j The Basin, in the existing configuration is currently serves up to 150 acres of tributary
area, with an average impervious coverage of 65%. Phase II is intended to expand the
Basin to serve an additional 114 acres of tributary area, with an average impervious
coverage of 85%. The Basin and all tributary areas are located entirely on airport
property. Future work is expected to expand the Basin and its maximum tributary area.
No new impervious areas are being constructed with this project, except for gravel
maintenance access roads within and bordering the Basin.
Phase I was designed for a 1" rainfall event with an additional 20% sediment storage
volume. Phase II is designed for a 1.5" rainfall event using the Simple Method with an
additional 25% sediment storage volume. This modification to the stormwater permit
(SW8 050547) adds Phase I permit values to the current design requirements of
additional tributary area (1.5" rainfall with an additional 25% sediment storage volume).
Land disturbance activities for this projeci are associated with installation of the
stormwater conveyance pipeline and modification of Extended Dry Detention Basin No.
1. The total land disturbance included with this project will not exceed 30 acres. No
wetlands will be disturbed as part of this project. A sedimentation and erosion control
permit (NEWHA-2010-005) has been issued for this project. All unsuitable and surplus
material excavated shall be disposed off airport property in a properly permitted disposal
site. The permitted disposal site of material shall be the responsibility of the contractor.
The suitability of material to be placed in fills and embankments shall be subject to
approval by the engineer.
A subsurface exploration program has been conducted for the project by S&ME, Inc.,
Wilmington, North Carolina. The subsurface investigation indicates that the majority of
soils encountered in the pipe trench can be expected to be suitable for pipe bedding and
backfill. Dewatering and excavation support are anticipated.
1.22 - Inch Rainfall Analysis - Extended Dry Detention Basin No 1
Computations for the 1.22" inch design storm are included in Appendix A.
The initial configuration (Phase I) includes a low flow outlet, a high flow outlet, two
additional high flow outlets, and an emergency spillway. Phase I is intended to serve a
tributary area of 150 acres with an average impervious cover of 65%. Phase II will
increase the volume capacity of the basin to serve an additional 114 acres with an average
rd

impervious cover of 85%. Phase II will modify the low flow outlet, riser standpipe, and
lone of the 48" high flow outlets. It is anticipated that future improvements to add storage
volume and outlet devices, along with further appropriate modifications to the low flow
outlet, will enable expansion of the permitted tributary area to Extended Dry Detention
Basin No. 1.
FAA requirements for the control of wildlife hazards prohibit standing water (i.e.,
permanent pools) and stipulate that the design storm must be fully drained within 48
hours. The drainage area and basin are large; to provide a more accurate depiction of the
drawdown time, an interconnected PondPack model was utilized. A composite CN value
of 88 and composite rainfall depth of 1.22" was determined from Phase 1 and Phase H to
evaluate the proposed conditions in the model. The model demonstrates discharge
commencing at approximately hour 11.65 (from the start of rainfall) and ending at
approximately hour 57.80. The low flow outlet device passes the 1.22" design storm
over a period of approximately 48 hours, which corresponds to the minimum detention
time requirement of the NC Stormwater Rules and the maximum detention time allowed
by FAA wildlife hazard guidelines.
PondPack was utilized to analyze the 1-yr pre/post development discharge. The 1-yr pre -
development discharge rate is less than the post-dcvelopment discharge rate. The results
can be found on pages A-61 to A-63.
To further compensate for a Dry Detention Basin providing 50% TSS, a more effective
forebay (approximately 20% of total volume) will be installed in Extended Dry Detention
Basin No. 1. Providing a re -designed forebay to include Phase I will provide capabilities
to satisfy 85% TSS. We have evaluated the sediment settlement effectiveness of the
forebay and main basin areas using methodology presented in Appendix 8 of the North
Carolina Erosion & Sediment Control Design Manual. This approach was suggested by
Dr. Rooney Malcom, professor emeritus at NC State University.
The low flow channel is lined with Class A Erosion Control Stone (a small size rip rap),
and features concrete clean -out pads at the forebay berm and the low flow outlet, along
with concrete witness beams spaced at 100 foot intervals. Phase H will widen the
channel located near the 72" headwalls to accommodate the additional 72" RCP. The
expanded channel will be lined with Class A Erosion Control Stone. Phase I installed
clean out pads and witness beams to conform to the channel cross section, serving as
hardened guidance and verification points for sediment removal efforts. Phase II will
remove the existing forebay berm and install an enlarged forebay berm and additional
clean pad. A maintenance access road will be constructed adjacent to the low flow
channel to facilitate clean out and other maintenance activities.
Peak Flow Attenuation
Computations for peak flow attenuation are included in Appendix B.
Pond Pack models representing existing conditions and proposed conditions have been
prepared. The existing conditions model includes 4 subareas totaling 71.7 acres tributary

to the proposed discharge points for the initial configuration of Extended Dry Detention
Basin No. 1. The 71.7 acres includes 16.2 acres of existing impervious surfacing, 45.2
acres of open space (turf areas) and 10.3 acres of woods.
The proposed conditions model includes three subareas. One subarea encompasses 150
acre basin tributary area (Phase I), with 97.5 acres of impervious surfacing and 52.5 acres
of open space (turf). The proposed subarea (Phase II) encompasses 114 acre basin
tributary area, with 96.9 acres of impervious surfacing, 2.28 acres of wooded area, and
14.82 acres of open space (turf). The third subarea (21.6 acres) represents a portion of
the existing airline terminal complex which will bypass the basin but outlets to the same
point. The hydrograph horn the bypass subarea is added to the basin outflow hydrograph
in the model.
The existing and proposed conditions models were run for the 2-year, 10-year, 25-year
and 100-year SCS Type III 24-hour storms. The results indicate that peak discharge rates
for proposed conditions are lower than those for existing conditions.
Outlet Blockage
Computations for basin outlet blockage are included in Appendix C.
To simulate blockage, the 100-year storm was routed through the basin with all outlet
devices deleted from the model except the emergency spillway. The majority of the
runoff volume is contained within the basin. The water surface elevation for the 100-yr
event is 19.61 feet, which is contained below the basin top of berm, elevation 20.0 feet.
Conveyance Pipeline
Computations for the conveyance pipeline are included in Appendix D.
The conveyance pipe line has been sized for the 25-year peak run-off from approximately
98 acres (Phase I) and 114 (Phase 2) of land tributary to Extended Dry Detention Basin
No. 1. The Bentley StormCad software package was used to perform HGL computations.
The pipe line will operate under surcharge conditions without flooding for the 25-year
event. For the 100-year event, the pipe line HGL rises above the rim elevation of the
inlets located along the airline terminal loop road and Trask Drive, resulting in short term
ponding of the roadside ditches and adjacent low areas. The ponding elevation would be
limited by the roadway overflow grade.
Outlet protection and Channel Lining
Computations for outlet protection and channel lining are included in Appendix E.
G

110m
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=W-41 �' j� BASIN TRIBUTARY
PHASE I
A=150 Ac
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FIGURE 2
,/,/,
'^.. ..F✓' J ,!•' Prefect No.
'fie (� •^ ! ' \, ' x 1 3 ,� x \ // She N.
PROPOSED
I

Name of Stream
Description
Curr. Class
Date Basin Stream Index #
Sturgeon Creek
From source to
'C;Sw
Northeast Cape Fear
09/01/74 Cape Fear 18-74-52
River
Prince George
Creek
From source to
C;Sw
Northeast Cape Fear
07/01/73 Cape Fear 18-74-53
River
Fishing Creek
From source to
C;Sw
Northeast Cape Fear
09/01/74 Cape Fear 18-74-59
River
Dock Creek
From source to
C;Sw
Northeast Cape Fear
09/01/74 Cape Fear 18-74-60
River
Ness Creek
From source to
C;Sw
Northeast Cape Fear
09/01/74 Cape Fear 18-74-62
River
Smith Creek
From source to
C;Sw
—18-74-63
Northeast Cape Fear
09/O1/74 Cape Fear
River
Spring Branch
From source to Smith
C;Sw
Creek
09/01/74 Cape Fear 18-74-63-1
Burnt Mill Creek
From source to Smith
C;Sw
Creek
03/01/77 Cape Fear 18-74-63-2
Mineral Springs
Branch
From source to Burnt
Mill Creek
C;Sw
08/01/85 Cape Fear 18-74-63-2-1
Greenfield Creek
From Greenfield Lake
SC;Sw
to Cape Fear River
04/01/59 Cape Fear 18-76
Greenfield Lake
Entire Lake
C;Sw
Silver Stream
From
09/01/59 Cape Fear 18-76-1
Branch
source to
Greenfield Lake,
C;Sw
04/01/59 Cape Fear 18-76-1-1
Greenfield Creek
Clay Bottom
Branch
From source to
Greenfield Lake,
C;Sw
04/01/59 Cape Fear 18-76-1-2
Greenfield Creek
Jumping Run
From source toBranch
Greenfield Lake,
C;Sw
04/01/59 Cape Fear 18-76-1-3
Greenfield Creek
Squash Branch
From source to
C;Sw
Greenfield Lake,
04/01/59 Cape Fear 18-76-1-4
Greenfield Creek
Barnards Creek
From source to Cape
C;Sw
Fear River
04/01/59 Cape Fear 18-80
Mott Creek
i (Todds Creek)
From source to Cape
Fear River
C;Sw
09/01/74 Cape Fear 18-82
Silver Lake
Entire lake and
C;Sw
connecting stream to
09/01/74 Cape Fear 1B-82-1
Mott Creek ,
Lords Creek
From source to Cape
C;Sw
Fear River
09/01/74 Cape Fear 18-84
Intracoastal
Waterway
From the eastern mouth
of Old Topsail Creek
SA;ORW
01/01/90 Cape Fear 18-87-(11.5)
to the western mouth
of Howe Creek
S
Page 2 of 6
2009-03-21 04:31:20

34" 1 T 7"
34" 16 13"
Soil Map —New Hanover County, North Carolina
(ILM)
m
N
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ro rn Map Scale: 1:7,930 d printed on A size (8.5' x 11') sheet
r` N Meters
A 0 50 100 200 300 n
N Feet
0 300 600 1,200 1,800
Natural Resources Web Soil Survey 2.1 4/1/2009
Conservation Service National Cooperative Soil Survey
E-,iilril"
34" 16' 14"

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Wilmington International
port
Stormwater Phase II N
� 1 -3,000 Mapping Source: NCDOT GIS A4

APPENDIX A
1.22 - INCH RAINFALL. ANALYSIS
DRA DO"T I TEME
1-YR PREiPOST DEVELOPM + NT ANALYSIS
EXTENDED DRY DETENTION BASIN No. 1

Extended Dry Detention Basin No. 1
Existing Configuration (Phase I) — service up to 150 acres, 65% impervious surfacing.
Proposed Configuration (Phase 11) — service an additional 114 acres, 85% impervious surfacing.
Soils — Predominantly Leon (Le), Pantego (Pn), Norfolk (No), and Onslow (On) in the drained
condition — hydrologic group "B". Minimal areas of Stallings (St) and Lynchburg (Ls) —
hydrologic group "C". Minimal areas of Seagate (Se) — hydrologic group "A". Mapping areas
of Johnston (Jo) — hydrologic group "D" soils are associated with drainage ways which are not
included in tributary area.
Extended Detention Design Storm
Phase I was designed for a 1" rainfall event with an additional 20% sediment storage volume.
Phase II is designed for a 1.5" rainfall event with an additional 25% sediment storage volume.
This modification to the stormwater permit (SW8 050547) added Phase I permit values to the
current design requirements of additional tributary area (1.5" rainfall with an additional 25%
sediment storage volume). A composite CN value of 88 and composite rainfall depth of 1.22"
was determined from Phase I and Phase II to evaluate the proposed conditions in the PondPack
model.
Phase I Permit Data
Drainage Area (sf)
6,534,000 sf
Drainage Area (ac)
150.00 ac
Impervious (sf)
4,247,100 sf
Impervious (ac)
97.50 ac
Impervious Cover
65.00%
Runoff Coefficient, Rv
Design Rainfall Depth
1.00 in
Minimum Required Volume
66,734 cf
Provided Volume
87,338 cf
Required Sediment Percentage
Required Storage Volume
Sediment Storage Volume
See pg. A-3 or
A-49 & A-50 for
Basin Volumes
20%
17,468 cf
20,604 cf
Phase II
+ 4,965,840 sf
+ 114.00 ac
+ 4,220,964 sf
+ 96.90 ac
85.00%
0.815
1.50 in
+ 505,895 cf
+ 674,527 cf
25%
+ 168,632 cf
+ 168,632 cf
Total
11,499,840 sf
264.00 ac
8,468,064 sf
194.40 ac
73.64%
1.22 in
= 572,629 cf
761,865 cf
= 186,100 cf
= 189,236 cf
Elevation for minimum required volume
Elevation for additional sediment storage
20% required volume - forebay volume
Actual forebay volume
Actual forebay % of required volume
11.92 ft
12.35 ft
152,373 cf
162,718 cf
21.36%
Appendix A
A-1

Drawdown
Capture Runoff from 1.22" rainfall and release over a period of 2 days = 48 hours.
Analyze 48 hour release by ineans of reservoir routing using Bentley fond Pack software.
-Run interconnected pond method for 1.22" rainfall to stimulate forebay and main basin area
Analysis shows outflow
Staring at 11.65 hours, Q = .01 cfs pg. A-24
And ending at 57.80 hours, Q = .01 cfs pg. A-28
46.15 hour discharge, equivalent to 48 hour discharge (minimum NCDENR storage duration)
In accordance with FAA wildlife hazard advisory circular, basins must be completely empty
within 48 hours for the design storm. No permanent pool can be provided.
Analyze basin performance in removing sediment
To further compensate for a Dry Detention Basin providing 50% TSS, a more effective forebay
(approximately 20% of total volume) will be installed in Extended Dry Detention Basin No. 1.
Providing a re -designed forebay to include Phase I will provide capabilities to satisfy 85% T SS.
Reference: NCDENR Erosion and Sediment Control Planning and Design Manual, Appendix 8,
Pg. 8.07.13 — 8.07.33, `Efficiency -Based Sediment Basins."
Pg. 8.07.14 —"Design Objective"
-70% settling efficiency for 40 micron particle.
Pg. 8.07.26 and 8.07.33 — Settling Adequate
If As/Qo >= 458 sf/cfs over all time steps.
Per Pond Pack analysis: (1.22" rainfall)
Forebay: min: As/Qo = 2,231 sf/cfs pg. A-5
Main Basin: min: As/Qo = 529 sf/efs
As the surface area to outflow ratio remains above 458 sFcfs throughout the design storm runoff
in both forebay and main basin areas, conclude that 40 micron settling efficiency > 70%.
NCDENR assumed efficiency for extended dry detention basin = 50%. Conclude basin is more
than adequate in this regard with the additional volume storage of Phase I.
Volume at
25%5ediment
Sediment Removal
Temporary Pool
Storage Volume
Elevation
See pg. A-3
Forebay 162,718 cf
40,417 cf
11.03 ft
for Basin
Main Basin 599,147 cf
148,819 cf
10.49 ft
Volumes
Total 761,865 cf
189,236 cf
Appendix A A-2

Forebay
P 301
Cn
0
interconnected
Main Basin
P 10
Out 10
Basin Tributary Area
264 Acres
e' C N = 88
Phase II + I Tc = 3.0035 hours
Basin By-pass Area
21.6 Acres
CN = 87
Tc = 0.37 hours
3CS UH 20
Appendix A
A-4

Wilmington International Airport
Stormwater Management - Phase II
Extended Dry Detention Basin No. 1
Sediment Settling Analysis for 1.22" Rainfall
A-42 A-30
A-50
pgs. Ato46 interpolate Ato
A-36 A-49 A-24
A-A1 interpolate At�Q
Forebay
Main Basin
Time
WSEL
JAs
Qo
As/Qo
WSEL
As
Qo
As/Qo
11.65
8.411
622
0.03
20719
6.15
0.01
852
11.75
8.481
894
0.13
6873
6.24
_9
34
0.06
568
12.25
9.021
3035
1.36
2231
7.02
518
0.98
529
12.50
9.29
4671
2.08
2246
7.131
1993
1.07
1863
12.75
9.78
7642
3.24
2359
7.38
5345
1.24
4310
13.00
10.1.3
14614
3.88
3767
7.76
10439
1.47
7102
13.25
10.41
26760
4.33
6180
8.06
139811
1.62
8630
13.50
10.77
42375
4.87
8701
8.22
148441
1.70
8732
13.75
11.07
56604
5.30
10680
8.41
15869
1.78
8915
14.75
11.71
95483
6.11
15627
9.08
24364
2.06
11827
15.75
12.11
118259
6.33
18682
9.39
44954
2.18
20621
16.75
12.27
125763
6.16
20416
9.69
64879
2.29
28331
17.75
12.34
129046
5.92
21798
9.97
83475
2.38
35074
18.75
12.35
129515
5.85
22139
10.08
95487
2.42
39457
19.75
12.33
128577
5.63
22838
10.16
105506
2.44
43240
21.75
12.21
122949
5.28
23286
10.31
124292
2.49
49916
23.75
12.07
116383
4.89
23800
10.44
140573
2.53
55562
25.75
11.871
105203
4.40
23910
10.55
154349
2.57
60058
27.75
11.57
86978
3.73
23319
10.62
163116
2.59
62979
29.75
11.29
69969
3.01
23245
10.66
168125
2.60
64663
31.75
11.05
55389
2.34
23671
10.67
169377
2.601
65146
33.75
10.71
39773
0.90
44192
10.62
163116
2.59
62979
35.75
10.56
33266
0.66
50403
10.52
150592
2.56
58825
37.75
10.43
27627
0.44
62789
10.43
139320
2.53
55067
39.75
10.36
24591
0.44
55888
10.32
125544
2.49
50419
41.75
10.23
18952
0.65
29157
10.22
113020
2.46
45943
43.75
10.14
15048
0.19
79200
10.12
100497
2.43
41357
45.75
10.03
10277
0.63
16312
10.02
87973
2.40
36655
47.75
9.79
7702
0.55
14004
9.78
70856
2.32
30541
49.75
9.52
6066
0.63
9628
9.51
52924
2.22
23839
51.75
9.26
36319
2.13
17051
53.75
1
8.93
18673
2.00
9337
55.751
1
1
8.16
14520
1.67
8695
Notes:
1. Settling efficiency for 40 micron particle size can be expected to equal or exceed 70% if
the ratio of surface area (SF) to Outflow (cfs) exceeds 458 SF/CFS at all time increments for the
routed hydrograph.
Appendix A A.

1
Job File: J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\PHASE II + I POST FOREBAY DWQ.PP'
- Rain Dir: J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
----------------------
JOB TITLE
Project Date: 7/21/2009
Project Engineer: Eric Stumph
Project Title: Stormwater Management - Phase II
Project Comments:
Wilmington International Airport
Extended Dry Detention Basin 1
Phase II
3301-0903
SIN:
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Appendix A
Bentley Systems, Inc.
9!8/2009
A-6
or

Table of Contents
i
Table of Contents
*************** NETWORK SUMMARIES (DETAILED) ***************
Watershed....... 1.22"
Executive Summary (Nodes) .......... 1.01
****************** DESIGN STORMS SUMMARY *******************
NCDENR.......... 1.22"
Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
PHASE II + I.... Tc Calcs ........................... 3.01
SCS UH 20...... Tc Calcs 3.03
********************** CN CALCULATIONS *********************
PHASE II + I.... Runoff CN-Area 4.01
} SCS UH 20...... Runoff CN-Area ..................... 4.02
ti
******************** RUNOFF HYDROGRAPHS ********************
PHASE II + I.... 1.22"
Unit Hyd. Summary .................. 5.01
Unit Hyd. (HYG output) ............. 5.02
SCS UH 20...... 1.22"
Unit Hyd. Summary .................. 5.05
SIN: Bentley Systems, Inc.
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Appendix A A_7

Table of Contents
ii
0
Table of Contents (continued)
************************ HYDROGRAPHS ***********************
P 10 OUT 1.22"
Hydrograph 6.01
P 30 OUT 1.22"
Hydrograph ......................... 6.07
*********************** TIME VS.ELEV ***********************
P 10........... 1.22"
Time-Elev .......................... 7.01
P 30........... 1.22"
Time-Elev 7.07
*********************** POND VOLUMES *********************+*
P 10........... Vol: Elev-Area 8.01
P 30........... Vol: EleV-Area ..................... 8.02
******************** OUTLET STRUCTURES *********************
PR 30 Rv 1.6 wid Outlet Input Data .................. 9.01
PR 50 Rv 1.6 wid Outlet Input Data .................. 9.05
*********************** POND ROUTING ***********************
P 10........... 1.22"
ICPM Node Routing Summary ......... 10.01
SIN:
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Appendix A
Bentley Systems, Inc.
9/8/2009
A-8

Table of Contents
iii
Table of Contents (continued)
P 30........... 1.22"
ICPM Node Routing Summary ......... 10.02
SJN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:29 AM 9/8/2009
Appendix A A_g

Type.... Executive Summary (Nodes) Page 1.01
Name.... Watershed
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIII 24hr Tag: 1.22"
i
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NCDENR
Storm Tag Name = 1.22"
-----------------------------------------------------
Data Type, File, ID - Synthetic Storm TypeIII 24hr
Total Rainfall Depth= 1.2200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
-------------------------------
ICPM CALCULATION
-------------------------------
TOLERANCES
Target Convergence= .000
cfs +/-
Max. Iterations
= 35
loops
ICPM Time Step
= .0500
hrs
Output Time Step
= .0500
hrs
ICPM Ending Time
-------------------------------
= 70.0000
hrs
HYG Vol
Qpeak
Qpeak
Max WSEL
Node ID
-----------------
Type
----
ac-ft Trun,
hrs
cfs
ft
Outfall OUT 10
----------
JCT
-----------
9.338
12.3000
--------
6.14
---------
P 10
POND
8.705
18.2000
6.37
Main Basin p 10 OUT
POND
8.705
29.1500
2.60
10.67
P 30
POND
8.543
14.0500
20.61
Forebay P 30 OUT
POND
8.705
18.2000
6.37
12.35
PHASE II + I
AREA
8.543
14.U500
20.61
SCS UH 20
AREA
.632
12.3000
5.15
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:29 AM 9/8/2009
Appendix A A-10

Type:... Design Storms Page 2.01
Name.... NCDENR
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.;ppw
Storm... TypeIII 24hr Tag: 1.22"
DESIGN STORMS SUMMARY
Design Storm File,ID = NCDENR
Storm Tag Name = 1.22"
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Total Rainfall Depth= 1.2200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN:
Bentley PondPack (10.01.04.00)
10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-11

Type.... Tc Calcs
:Name.... PHASE II + I
Page 3.01
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
TIME OF CONCENTRATION CALCULATOR
------------------------------------------------------------------------
Segment #1: Tc: TR-55 Shcct
Mannings n .2400
Hydraulic Length 300.00 ft
2yr, 24hr P 4.5000 in
Slope .005000 ft/ft
Avg.Velocity .10 ft/sec
Segment #1 Time: .8409 hrs
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 200.00 ft
Slope .005000 ft/ft
Unpaved
Avg.Velocity 1.14 ft/sec
Segment #2 Time: .0487 hrs
-------------------------
Segment #3: Tc: Length & Vel.
Hydraulic Length 6960.00 ft
Avg.Velocity 1.00 ft/sec
Segment #3 Time: 1.9333 hrs
-----------------------------------------------------------------------
Segment #4: Tc: Length & Vel.
Hydraulic Length 1300.00 ft
Avg.Velocity 2.00 ft/sec
SIN:
Bentley PondPack (10.01.04.00)
Segment #4 Time: .1806 hrs
-----------------------------------------
Total Tc: 3.0035 hrs
10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-12

Type.... Tc Calcs
Name.... PHASE II + I
Page 3.02
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase Il + I Post Forebay DWQ.ppw
------------- -------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS TR-55 Sheet Flow ===------
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf - Flow length, ft
User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:29 AM 9/8/2009
Appendix A A-13

Type.... Tc Calcs
dame.... SCS UH 20
Page 3.03
File.... J:\3301 (Wilmington)\0903 SW Phase 11\9ond Pack\•Phase II + I Post Forebay DWQ..ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vol.
Hydraulic Length 2250.00 ft
Avg.Velocity 2.00 ft/sec
Segment #1 Time: .3125 hrs
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 300.00 ft
Slope .010000 ft/ft
Paved
Avg.Velocity 2.03 ft/sec
Segment #2 Time: .0410 hrs
Segment #3: Tc: TR-55 Sheet
Mannings n .0150
Hydraulic Length 60.00 ft
2yr, 24hr P 4.5000 in
Slope .010000 ft/ft
Avg.Velocity .87 ft/sec
Segment #3 Time: .0191 hrs
------------------------------------------------------------------------
Total Tc: .3726 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:29 AM 9/8/2009
Appendix A A-14

tl
Type.... Tc Calcs
Name.... SCS UH 20
Page 3.04
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Tc Equations used...
SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf) **0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mdnnings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-15

1
Type.... Runoff CN-Area
Name.... PHASE II + I
Page 4.01
File.... J:\3301 (Wilmington)\0903 Sw Phase II\Pond Pack\Phase II + I Post Forebay DWQ.p.pw
RUNOFF CURVE NUMBER DATA
Soil/Surface Description CN
Impervious Areas - Paved parking to 98
Open space (Lawns,parks etc.) - Goo 61
Impervious Areas - Paved parking to 98
Open space (Lawns,parks etc.) - Goo 39
Open space (Lawns,parks etc.) Goo 61
Open space (Lawns,parks etc.) - Goo 74
Woods - good 30
Woods - good 55
Woods - good 70
Impervious
Area Adjustment Adjusted
acres %C %UC CN
--------- ----- ----- ------
97.500 98.00
52.500 61.00
96.900 98.00
1.290 39.00
10.840 61.00
2.690 74.00
.200 30.00
1.670 55.00
.410 70.00
COMPOSITE AREA & WEIGHTED CN ---> 264.000 88.22 (88)
SIN:
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Appendix A
Bentley Systems, Inc.
9/8/2009
A-16

Type.... Runoff CN-Area
Name .... SCS UH 20
Page 4.02
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area
Adjustment Adjusted
Soil/Surface Description.
--------------------------------
CN
acres
%C %UC CN
Woods - good
----
55
---------
4.540
----- ----- ------
55.00
Impervious Areas - Paved parking to
98
16.200
98.00
Open space (Lawns,parks etc.) - Goo
61
.860
61.00
COMPOSITE AREA & WEIGHTED CN --->
21.600
87.49 (87)
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-17

Type.... Unit Hyd. Summary Page 5.01
Name.... PHASE II + I Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIIl 24hr Tag: 1.22"
SCS UNIT HYDROGRAPH METHOD
Duration = 24.0000 hrs Rain Depth = 1.2200 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = work-pad.hyg - PHASE II + I 1.22"
Tc = 3.0035 hrs
Drainage Area = 264.000 acres Runoff CN= 88
Computational Time Time Increment = .40047 hrs
Computed Peak Time = 14.0165 hrs
Computed Peak Flow 20.61 cfs
Time
Increment for HYG
File =
.0500
hrs
Peak
Time, Interpolated
Output =
14.0500
hrs
Peak
Flow, Interpolated
Output =
20.61
cfs
DRAINAGE AREA
ID:PHASE II + I
CN = 88
Area 264.000 acres
S = 1.3636 in
0.25 .2727 in
Cumulative Runoff
----------------
.3883 in
8.543 ac-ft
HYG Volume... 8.543 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 3.00353 hrs (ID: PHASE II + I)
Computational Incr, Tm = .40047 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp 99.59 cfs
Unit peak time Tp = 2.00236 hrs
Unit receding limb, Tr 8.00942 hrs
Total unit time, Tb = 10.01178 hrs
SIN: Bentley Systems, Inc.
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Appendix A A-18

Type.... Unit Hyd. (HYG output)
Page 5.02
Name.... PHASE II + I Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIII 24hr Tag: 1.22"
SCS UNIT HYDROGRAPH METHOD
Duration
= 24.0000
hrs Rain Depth = 1.2200
in
Rain Dir
= J:\3301
(Wilmington)\0903 SW Phase
II\Pond Pack\
Rain File -ID
= - TypeIII 24hr
Unit Hyd Type
= Default
Curvilinear
HYG Dir
= J:\3301
(Wilmington)\0903 SW Phase
II\Pond Pack\
HYG File - ID
= work__pad.hyg - PHASE II
+ I 1.22"
Tc
= 3.0035 hrs
Drainage Area
= 264.000
acres Runoff CN= 88
Calc.Increment= .40047 hrs
Out.Incr.= .0500 hrs
HYG Volume
= 8.543 ac-ft
HYDROGRAPH ORDINATES
(cfs)
Time I
Output Time
increment = .0500 hrs
hrs I
--------- I --------------------------------------------------------------
Time on left
represents
time for first
value in each
row.
10.6000 I
.00
.00
.00
.00
.00
10.8500 I
.00
.01
.01
'01
.02
11.1000 1
.02
.02
.02
.03
.05
11.3500 I
.06
.08
.09
.11
.12
11.6000 I
.13
.22
.32
.43
.53
11.8500 I
.64
.74
.85
.95
1.21
12.1000 1
1.53
.85
2.17
2.49
2.81
12.3500 1
3.12
3.44
3.95
4.53
5.11
12.6000 1
).70
6.28
6.86
7.45
8.03
12.8500 1
8.71
9.44
10.17
10.90
11.63
13.1000 1
12.36
13.08
13.81
14.43
14.99
13.3500 1
15.55
16.12
16.68
17.24
17.81
13.6000 I
18.37
18.72
18.98
19.24
19.49
13.8500 1
19.75
20.01
20.27
20.52
20.61
14.1000 I
20.60
20.60
20.60
20.60
20.60
14.3500 I
20.60
20.59
20.46
20.25
20.05
14.6000 I
19.85
19.64
19.44
19.23
19.03
14.8500 I
18.76
18.45
18.14
17.83
17.52
15.1000
17.21
16.90
16.59
16.30
16.03
15.3500
15.75
15.47
15.20
14.92
14.64
15.6000 1
14.36
14.12
13.90
13.68
13.46
15.8500 1
13.24
13.02
12.80
12.58
12.38
16.1000 1
12.20
12.01
11.83
11.64
11.45
16.3500 1
11.27
11.08
10.91
10.75
10.58
16.6000 I
10.42
10.25
10.09
9.92
9.76
16.8500 I
9.61
9.47
9.33
9.19
9.04
17.1000 1
8.90
8.76
8.62
8.49
8.37
17.3500
8.25
8.13
8.00
7.88
7.76
17.6000 I
7.63
7.52
7.42
7.31
7.21
17.8500 1
7.10
7.00
6.89
6.79
6.69
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-19

Type.... Unit Hyd. (HYG output) Page 5.03
Name.... PHASE II + I Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond 'Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeII3 24hr Tag: 1.22"
HYDROGRAPH
ORDINATES
(cfs)
I
Output Time
increment
= .0500 hrs
---Time
hrs I
---I--------------------------------------------------------------
Time on
left represents
time for
first value in
each row.
18.1000 I
6.60
6.51
6.42
6.33
6.24
18.3500 I
6.15
6.06
5.98
5.90
5.82
18.6000 I
5.75
5.67
5.59
5.52
5.44
18.8500 I
5.37
5.30
5.24
5.17
5.10
19.1000 I
5.04
4.97
4.90
4.84
4.79
19.3500 I
4.73
4.68
4.62
4.57
4.51
19.6000 I
4.45
4.40
4.36
4.31
4.26
19.8500 I
4.22
4.17
4.13
4.08
4.04
20.1000
4.00
3.96
3.92
3.89
3.85
20.3500
3.81
3.77
3.74
3.70
3.67
20.6000
3.64
3.61
3.58
3.55
3.51
20.8500 I
3.48
3.46
3.43
3.40
3.37
21.1000 I
3.35
3.32
3.29
3.27
3.24
21.3500 I
3.22
3.19
3.17
3.14
3.12
21.6000 I
3.09
3.07
3.05
3.03
3.01
21.8500 I
2.99
2.97
2.95
2.93
2.91
22.1000 I
2.89
2.88
2.86
2.84
2.82
22.3500 I
2.81
2.79
2.78
2.76
2.75
22.6000 I
2.73
2.72
2.70
2.69
2.67
22.8500
2.66
2.64
2.63
2.62
2.60
23.1000 I
2.59
2.57
2.56
2.55
2.53
23.3500 I
2.52
2.51
2.50
2.48
2.47
23.6000 I
2.46
2.44
2.43
2.42
2.41
23.8500 I
2.39
2.38
2.37
2.36
2.34
24.1000 I
2.33
2.31
2.29
2.28
2.26
24.3500 I
2.25
2.23
2.21
2.19
2.17
24.6000 I
2.14
2.12
2.10
2.08
2.05
24.8500 I
2.03
1.99
1.96
1.93
1.89
25.1000 I
1.86
1.83
1.79
1.76
1.72
25.3500 I
1.68
1.64
1.60
1.56
1.52
25.6000 I
1.48
1.44
1.39
1.35
1.31
25.8500 I
1.27
1.23
1.19
1.15
1.11
26.1000 I
1.08
1.04
1.00
.97
.93
26.3500
.89
.86
.82
.79
.76
26.6000
.73
.70
.67
.64
.62
26.8500 I
.59
.57
.55
.52
.50
27.1000 I
.48
.46
.44
.42
.41
27.3500 I
.39
.38
.36
.35
.33
27.6000 I
.32
.30
.29
.28
.27
27.8500 I
.26
.25
.24
.23
.22
28.1000 I
.21
.20
.19
.19
.18
28.3500 I
.17
.16
.16
.15
.15
28.6000
.14
.13
.13
.12
.12
28.8500
.11
.11
.10
.10
.10
29.1000 I
.09
.09
.08
.08
.08
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:29 AM 9/8/2009
Appendix A A-20

Type.... Unit Hyd. (HYG output) Page 5.04
Name.... PHASE II + I Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIII 24hr Tall: 1.22"
HYDROGRAPH ORDINATES
(cfs)
Time I
Output Time
increment
= .0500 hrs
hrs I
---------I-------------------------------------------------------------
Time on
left represents
time for
first value in
each row.
29.3500
.07
.07
.07
.07
.06
29.6000 I
.06
.06
.05
.05
.05
29.8500 I
.05
.05
.04
.04
.04
30.1000 I
.04
.04
04
.03
.03
30.3500 I
.03
.03
.03
.03
.03
30.6000 I
.02
.02
.02
.02
.02
30.8500
.02
.02
.02
.02
.02
31.1000
.02
.01
.01
.01
.01
31.3500
.01
.01
.01
O1
.01
31.6000
.01
.01
.01
.01
.01
31.8500 I
.01
Ol
.01
.01
.01
32.1000 I
.01
.00
.00
.00
.00
32.3500 I
.00
.00
.00
.00
.00
32.6000 !
.00
.00
.00
.00
.00
32.8500 I
-00
.00
.00
.00
.00
33.1000 I
_00
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9 /8/2009
A-21

0
Type.... Unit Hyd. Summary Page 5.05
Name.... .SCS UH 20 Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
,storm... Typelli 24hr Tag: 1.22"
SCS UNIT HYDROGRAPH METHOD
Duration
= 24.0000 hrs Rain Depth = 1.2200 in
Rain Dir
= J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID
= - TypeIII 24hr
Unit Hyd Type
= Default Curvilinear
HYG Dir
= J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID
= work_pad.hyg - SCS UH 20 1.22"
Tc =
.3726 hrs
Drainage Area =
21.600 acres Runoff CN= 87
Computational Time Increment = .04968 hrs
Computed Peak Time 12.3217 hrs
Computed Peak Flow 5.16 cfs
Time
Increment for HYG File -
.0500
hrs
Peak
Time, Interpolated Output =
12.3000
hrs
Peak
Flow, Interpolated Output =
5.15
cfs
DRAINAGE AREA
ID:SCS UH 20
CN = 87
Area = 21.600 acres
S = 1.4943 in
0.25 = .2989 in
Cumulative Runoff
-------------------
.3513 in
.632 ac-ft
HYG Volume... .632 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration, Tc =
.37263
hrs (ID: SCS UH 20)
Computational Incr, Tm
.04968
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor -
483.432
(37.46% under rising limb)
K =
483.43/645.333, K =
.7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
1.6698
(solved from K = .7491)
Unit
peak, qp
65.68
cfs
Unit
peak time Tp =
.24842
hrs
Unit
receding limb, Tr =
.99368
hrs
Total
unit time, Tb =
1.24211
hrs
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-22

Type.... Hydrograph Page 6.01
Name.... P 10 OUT Tag: 1.22"
File.... J:\3301 {Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIII 24hr Tag: 1.22"
ICPM HYDROGRAPH...
HYG file = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\work_pad.hyg
HYG ID = P 10 OUT
HYG Tag = 1.22"
-----------------------------------
Peak Discharge = 2.60 cfs
Time to Peak = 29.7500 hrs
11YG Volume = 8.705 ac-ft
-----------------------------------
HYDROGRAPH ORDINATES
(cfs)
Time I
Output Time
increment
= .0500 hrs
hrs I
---------I--------------------------------------------------------------
Time on
left represents
time for
first value
in each .row.
.0000 I
.00
.00
.00
.00
.00
.2500
.00
.00
.00
.00
.00
.5000
.00
.00
.00
.00
.00
.7500 I
.00
.00
.00
.00
.00
1.0000
.00
.00
.00
.00
.00
1.2500 I
.00
.00
.00
.00
.00
1.5000 I
.00
.00
.00
.00
.00
1.7500 I
-00
.00
.00
.00
.00
2.0000
00
.00
.00
.00
.00
2.2500
00
.00
.00
.00
.00
2.5000
00
.00
.00
.00
.00
2.7500
.00
.00
.00
.00
.00
3.0000
.00
.00
.00
.00
.00
3.2500 I
.00
.00
.00
.00
.00
3.5000 I
.00
.00
.00
.00
.00
3.7500 I
.00
.00
.00
.00
.00
4.0000 I
.00
.00
.00
.00
.00
4.2500
.00
.00
.00
.00
.00
4.5000
.00
.00
.00
.00
.00
4.7500
00
.00
.00
.00
.00
5.0000
.00
.00
_00
.00
.00
5.2500 I
.00
.00
.00
.00
.00
5.5000 I
.00
.00
.00
.00
.00
5.7500 I
.00
.00
.00
.00
.00
6.0000 I
.00
.00
.00
.00
.00
6.2500 !
00
.00
.00
.00
.00
6.5000 I
00
.00
.00
.00
.00
6.7500 I
.00
.00
.00
.00
.00
7.0000 I
.00
.00
.00
.00
.00
7.2500
.00
.00
.00
.00
.00
7.5000 I
.00
.00
.00
.00
.00
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:29 AM 9/8/2009
Appendix A A_23

Type.... Hydrograph Page 6.02
+Name.... P 10 OUT Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... Typelll 24hr Tag: 1.22"
HYDROGRAPH
ORDINATES
(cfs)
Time I
Output Time
increment
= .0500 hrs
hrs I
--------- I --------------------------------------------------------------
Time on
left represents
time for
first value in
each row.
7.7500 1
.00
.00
.00
.00
.00
8.0000 I
.00
.00
.00
.00
.00
8.2500 I
.00
.00
.00
.00
.00
8.5000 I
.00
.00
.00
.00
.00
8.7500 I
.00
.00
.00
.00
.00
9.0000 I
.00
.00
.00
.00
9.2500 I
.00
.00
.00
.00
.00
.00
9.5000 I
.00
.00
.00
.00
.00
9.7500
.00
.00
.00
.00
.00
10.0000 I
.00
.00
.00
.00
.00
10.2500 I
.00
.00
.00
.00
10.5000 I
.00
.00
.00
.00
.00
.00
10.7500 I
.00
.00
.00
.00
.00
11.0000 I
.00
.00
.00
.00
.00
1 00 I
11.5000
.00
.00
.00
.00
.00
.00
.00
1 0
.06
.10
.16
:O1
.03
.33
12.0000 I
.43
.54
.68
.85
.97
12.2500 I
.98
.99
1.00
1.02
1.04
12.5000 1
1.07
1.09
1.12
1.16
1.20
12.7500 1
1.24
1.28
1.33
1.38
1.42
13.0000 1
1.47
1.51
1.55
1.59
1.61
13.2500
1.62
1.64
1.65
1.67
1.68
13.5000 1
1.70
1.71
1.73
1.75
1.77
13.7500 1
1.78
1.80
1.82
1.84
1.85
14.0000 1
1.87
1.89
1.90
1.92
1.94
14.2500 1
1.95
1.97
1.99
2.01
2.02
14.5000 I
2.03
2.04
2.04
2.05
2.06
14.7500 I
2.06
2.07
2.07
2.08
2.09
15.0000 I
2.09
2.10
2.10
2.11
2.11
15.2500 I
2.12
2.13
2.13
2.14
2.14
15.5000 I
2.15
2.16
2.16
2.17
2.17
15.7500 1
2.18
2.18
2.19
2.20
2.20
16.0000 +
2.21
2.21
2.22
2.22
2.23
16.2500 1
2.23
2.24
2.24
2.25
2.25
16.5000 1
2.26
2.27
2.27
2.28
2.28
16.7500 1
2.29
2.29
2.30
2.30
2.30
17.0000 I
2.31
2.31
2.32
2.32
2.33
17.2500 I
2.33
2.34
2.34
2.35
2.35
17.5000 I
2.36
2.36
2.37
2.37
2.38
17.7500 I
2.38
2.38
2.39
2.39
2.39
18.0000 I
2.39
2.40
2.40
2.40
2.40
18.2500 I
2.40
2.40
2.41
2.41
2.41
18.5000 I
2.41
2.41
2.41
2.42
2.42
18.7500 I
2.42
2.42
2.42
2.42
2.42
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-24

Type....
Name....
File....
Storm...
Hydrograph
Page 6.03
P 10 OUT Tag: 1.22"
J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
TypeIIl 24hr Tag: 1.22"
HYDROGRAPH
ORDINATES
(cfs)
Time I
Output Time
increment
= .0500 hrs
hrs I
---------I--------------------------------------------------------------
Time on
left represents
time for
first value
in each row.
19.0000 1
2.42
2.43
2.43
2.43
2.43
19.2500 I
2.43
2.43
2.43
2.44
2.44
19.5000 f
2.44
2.44
2.44
2.44
2.44
19.7500 1
2.44
2.45
2.45
2.45
2.45
20.0000
2.45
2.45
2.45
2.46
2.46
20.2500
2.46
2.46
2.46
2.46
2.46
20.5000 1
2.46
2.47
2.47
2.47
2.47
20.7500 1
2.47
2.47
2.47
2.47
2.47
21.0000 I
2.48
2.48
2.48
2.48
2.48
21.2500 1
2.48
2.48
2.48
2.49
2.49
21.5000 I
2.49
2.49
2.49
2.49
2.49
21.7500 I
2.49
2.49
2.50
2.50
2.50
22.0000 1
2.50
2.50
2.50
2.50
2.50
22.2500 I
2.50
2.51
2.51
2.51
2.51
22.5000 1
2.51
2.51
2.51
2.51
2.51
22.7500 I
2.51
2.52
2.52
2.52
2.52
23.0000
2.52
2.52
2.52
2.52
2.52
23.2500 I
2.52
2.53
2.53
2.53
2.53
23.5000 1
2.53
2.53
2.53
2.53
2.53
23.7500 I
2.53
2.54
2.54
2.54
2.54
24.0000 I
2.54
2.54
2.54
2.54
2.54
24.2500
2.54
2.54
2.54
2.55
2.55
24.5000 1
2.55
2.55
2.55
2.55
2.55
24.7500
2.55
2.55
2.55
2.55
2.55
25.0000 1
2.56
2.56
2.56
2.56
2.56
25.2500 1
2.56
2.56
2.56
2.56
2.56
25.5000 I
2.56
2.56
2.57
2.57
2.57
25.7500 1
2.57
2.57
2.57
2.57
2.57
26.0000
2.57
2.51
2.57
2.57
2.57
26.2500
2.57
2.57
2.58
2.58
2.58
26.5000 1
2.58
2.58
2.58
2.58
2.58
26.7500 1
2.58
2.58
2.58
2.58
2.58
27.0000 1
2.58
2.58
2.58
2.58
2.59
27.2500 I
2.59
2.59
2.59
2.59
2.59
27.5000 I
2.59
2.59
2.59
2.59
2.59
27.7500 I
2.59
2.59
2.59
2.59
2.59
28.0000
2.59
2.59
2.59
2.59
2.59
28.2500 I
2.59
2.60
2.60
2.60
2.60
28.5000 1
2.60
2.60
2.60
2.60
2.60
28.7500 1
2.60
2.60
2.60
2.60
2.60
29.0000 I
2.60
2.60
2.60
2.60
2.60
29.2500 I
2.60
2.60
2.60
2.60
2.60
29.5000
2.60
2.60
2.60
2.60
2.60
29.7500 1
2.60
2.60
2.60
2.60
2.60
30.0000 1
2.60
2.60
2.60
2.60
2.60
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-25

Type.... Hydrograph
Page 6.04
Name.... P 10 OUT Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIII 24hr Tag: 1.22"
HYDROGRAPH
ORDINATES
(cfs)
Time
Output Time
increment
= .0500 hrs
hrs I
---------I----------------------------------------------
Time on
left represents
time for
first value
in each row.
30.2500 I
2.60
2.60
2.60
----------------
2.60
2.60
30.5000 I
2.60
2.60
2.60
2.60
2.60
30.7500 I
2.60
2.60
2.60
2.60
2.60
31.0000 I
2.60
2.60
2.60
2.60
2.60
31.2500 I
2.60
2.60
2.60
2.60
2.60
31.5000 I
2.60
2.60
2.60
2.60
2.60
31.7500
2.60
2.60
2.60
2.60
2.60
32.0000
2.60
2.60
2.60
2.60
2.60
32.2500
2.60
2.60
2.60
2.60
2.60
32.5000 I.
2.60
2.60
2.60
2.60
2.60
32.7500 I
2.60
2.60
2.60
2.60
2.60
33.0000 I
2.60
2.60
2.60
2.60
2.60
33.2500 I
2.60
2.60
2.59
2.59
2.59
33.5000 I
2.59
2.59
2.59
2.59
2.59
33.7500 I
2.59
2.59
2.59
2.59
2.59
34.0000 I
2.59
2.59
2.59
2.58
2.58
34.2500 I
2.58
2.58
2.58
2.58
2.58
34.5000 I
2.58
2.58
2.58
2.58
2.58
34.7500 I
2.57
2.57
2.57
2.57
2.57
35.0000 I
2.57
2.57
2.57
2.57
2.57
35.2500 I
2.57
2.57
2.57
2.56
2.56
35.5000 I
2.56
2.56
2.56
2.56
2.56
35.7500 I
2.56
2.56
2.56
2.56
2.56
36.0000 I
2.56
2.55
2.55
2.55
2.55
36.2500 I
2.55
2.55
2.55
2.55
2.55
36.5000 I
2.55
2.55
2.55
2.55
2.55
36.7500 I
2.54
2.54
2.54
2.54
2.54
37.0000 I
2.54
2.54
2.54
2.54
2.54
37.2500
2.54
2.54
2.54
2.53
2.53
37.5000 I
2.53
2.53
2.53
2.53
2.53
37.7500
2.53
2.53
2.53
2.53
2.53
38.0000
2.53
2.52
2.52
2.52
2.52
38.2500
2.52
2.52
2.52
2.52
2.52
38.5000
2.52
2.52
2.51
2.51
2.51
38.7500
2.51
2.51
2.51
2.51
2.51
39.0000 I
2.51
2.51
2.51
2.50
2.50
39.2500 I
2.50
2.50
2.50
2.50
2.50
39.5000 I
2.50
2.50
2.50
2.50
2.49
39.7500 I
2.49
2.49
2.49
2.49
2.49
40.0000 I
2.49
2.49
2.49
2.49
2.49
40.2500 I
2.49
2.49
2.48
2.48
2.48
40.5000 I
2.48
2.48
2.48
2.48
2.48
40.7500 I
2.48
2.48
2.48
2.48
2.48
41.0000 I
2.47
2.47
2.47
2.47
2.47
41.2500 I
2.47
2.47
2.47
2.47
2.47
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-26

Type.... Hydrograph
Page 6.05
Name.... P 10 OUT Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIII 24hr Tag: 1.22"
HYDROGRAPH
ORDINATES
(cfs)
Time I
Output Time
increment
= .0500 hrs
hrs I
---------I--------------------------------------------------------------
Time on
left represents
time for
first value
in each row.
41.5000 I
2.47
2.47
2.47
2.47
2.46
41.7500 I
2.46
2.46
2.46
2.46
2.46
42.0000 I
2.46
2.46
2.46
2.46
2.46
42.2500
2.46
2.46
2.45
2.45
2.45
42.5000 I
2.-45
2.45
2.45
2.45
2.45
42.7500 I
2.45
2.45
2.45
2.45
2.45
43.0000 I
2.44
2.44
2.44
2.44
2.44
43.2500 I
2.44
2.44
2.44
2.44
2.44
43.5000 I
2.44
2.43
2.43
2.43
2.43
43.7500 I
2.43
2.43
2.43
2.43
2.43
44.0000 I
2.43
2.43
2.42
2.42
2.42
44.2500 I
2.42
2.42
2.42
2.42
2.42
44.5000 I
2.42
2.42
2.42
2.41
2.41
44.7500 I
2.41
2.41
2.41
2.41
2.41
45.0000 I
2.41
2.41
2.41
2.41
2.41
45.2500 I
2.40
2.40
2.40
2.40
2.40
45.5000 I
2.40
2.40
2.40
2.40
2.40
45.7500 I
2.40
2.40
2.40
2.40
2.39
46.0000 I
2.39
2.39
2.39
2.39
2.39
46.2500 I
2.39
2.39
2.39
2.38
2.38
46.5000 I
2.38
2.38
2.37
2.37
2.37
46.7500 I
2.37
2.37
2.36
2.36
2.36
47.0000 I
2.36
2.35
2.35
2.35
2.34
47.2500 I
2.34
2.34
2.34
2.33
2.33
47.5000
2.33
2.33
2.32
2.32
2.32
47.7500
2.32
2.31
2.31
2.31
2.31
48.0000 I
2.31
2.30
2.30
2.30
2.30
48.2500 I
2.30
2.29
2.29
2.29
2.29
48.5000 I
2.28
2.28
2.28
2.28
2.27
48.7500 I
2.27
2.27
2.27
2.26
2.26
49.0000 1
2.26
2.26
2.25
2.25
2.25
49.2500
2.25
2.24
2.24
2.24
2.24
49.5000
2.23
2.23
2.23
2.23
2.22
49.7500 1
2.22
2.22
2.22
2.22
2.21
50.0000
2.21
2.21
2.21
2.21
2.20
50.2500
2.20
2.20
2.20
2.19
2.19
50.5000 I
2.19
2.19
2.19
2.18
2.18
50.7500 I
2.18
2.17
2.17
2.17
2.17
51.0000 I
2.16
2.16
2.16
2.16
2.15
51.2500 I
2.15
2.15
2.15
2.14
2.14
51.5000 I
2.14
2.14
2.13
2.13
2.13
51.7500 I
2.13
2.12
2.12
2.12
2.12
52.0000
2.11
2.11
2.11
2.10
2.10
52.2500
2.10
2.10
2.09
2.09
2.09
52.5000
2.08
2.08
2.08
2.08
2.07
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-27

Type.... Hydrograph page 6.06
Name.... P 10 OUT Tag: 1.22"
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIII 24hr Tag: 1.22"
HYDROGRAPH ORDINATES
(cfs)
- Time I
Time
increment
= .0500 hrs
-hrs I
-- ---I--------
Time on
-------Output
left represents
time for
first value in
each row.
52.7500 I
2.07
------------------------------------------
2.07
2.07
2.06
2.06
53.0000 I
2.06
2.05
2.05
2.05
2.05
53.2500 I
2.04
2.04
2.04
2.04
2.04
53.5000 1
2.03
2.03
2.03
2.02
2.01
53.7500
2.00
1.99
1.98
1.98
1.9'/
54.0000 1
1.96
1.95
1.94
1.93
1.93
54.2500 1
1.92
1.91
1.90
1.90
1.89
54.5000 1
1.88
1.87
1.86
1.86
1.85
54.7500 !
1.84
1.83
1.82
1.81
1.81
55.0000 I
1.80
1.79
1.78
1.77
1.76
55.2500 I
1.76
1.75
1.74
1.73
1.72
55.5000 I
1.71
1.70
1.69
1.69
1.68
55.7500 I
1.67
1.66
1.65
1.64
1.63
56.0000 I
1.63
1.62
1.61
1.60
1.59
56.2500
1.56
1.54
1.51
1.48
1.46
56.5000 1
1.43
1.40
1.38
1.35
1.32
56.7500 I
1.30
1.27
1.24
1.22
1.19
57.0000 1
1.16
1.13
1.11
1.08
1.06
57.2500 I
1.03
1.00
.97
.65
.29
57 00 I
.13
.04
.03
.01
5,7. 5500
.01
Col
.00
.00
.00
5 0 I
.00
.00
.00
.00
58.2500 I
.00
.00
.00
.00
.00
58.5000
.00
.00
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:29 AM 9/8/2009
Appendix A A-28

T'ype.... Hydrograph Page 6.07
Name.... P 30 OUT Tag: 1.22"
1 File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I post Fo.rebay DWQ.ppw
Storm... TypeII2 24hr Tag: 1.22"
ICPM HYDROGRAPH...
HYG file = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\work-Yad.hyg
HYG ID = P 30 OUT
HYG Tag = 1.22"
-----------------------------------
Peak Discharge = 6.37 cfs
Time to Peak = 18.2000 hrs
HYG Volume = 8.705 ac-tt
-----------------------------------
HYDROGRAPH ORDINATES
(cfs)
Time I
Output Time
increment
= .0500 hrs
hrs I
---------I--------------------------------------------------------------
Time on
left represents
time for
first Value
in each row.
.0000
.00
.00
.00
.00
.00
.2500
.00
.00
.00
.00
.00
.5000 I
.00
.00
.00
.00
.00
.7500 I
.00
.00
.00
.00
.00
1.0000 I
.00
_00
.00
.00
.00
1.2500 I
.00
.00
.00
.00
.00
1.5000 I
.00
.00
.00
.00
.00
1.7500 I
.00
.00
.00
.00
.00
2.0000 I
.00
.00
.00
.00
.00
2.2500 (
_00
.00
.00
.00
.00
2.5000 I
00
.00
.00
.00
.00
2.7500 I
.00
.00
.00
.00
.00
3.0000
.00
.00
.00
.00
.00
3.2500 I
.00
.00
.00
.00
.00
3.5000 I
.00
.00
.00
.00
.00
3.7500 I
.00
.00
.00
.00
.00
4.0000 I
.00
.00
.00
.00
.00
4.2b00 I
.00
.00
.00
.00
.00
4.5000 I
00
.00
.00
.00
.00
4.7500 I
.00
.00
.00
.00
.00
5.0000
.00
.00
.00
_00
.00
5.2500 1
.00
.00
.00
.00
.00
5.5000 1
.00
.00
.00
.00
.00
5.7500 1
.00
.00
.00
.00
.00
6.0000 I
.00
.00
.00
.00
.00
6.2500 I
.00
.00
.00
.00
.00
6.5000 I
.00
.00
.00
.00
.00
6.7500 I
.00
.00
.00
.00
.00
7.0000 I
.00
.00
.00
.00
.00
7.2500
.00
.00
.00
.00
.00
7.5000 1
.00
.00
.00
.00
.00
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:29 AM 9/8/2009
Appendix A A-29

Type.... Hydrograph
Page 6.08
Name.... P 30 OUT Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... Type11I 24hr Tag: 1.22"
HYDROGRAPH
ORDINATES
(cfs)
Time I
Output Time
increment
= .0500 hrs
hrs I
---------I--------------------------------------------------------------
Time on
left represents
time for
first value in
each row.
7.7500 I
.00
.00
.00
.00
.00
8.0000 I
.00
.00
.00
.00
.00
8.2500 I
.00
.00
.00
.00
.00
8.5000 I
.00
.00
.00
.00
.00
8.7500 I
.00
.00
.00
.00
.00
9.0000 I
.00
.00
.00
.00
.00
9.2500 I
.00
.00
.00
.00
.00
9.5000 I
.00
.00
.00
.00
.00
9.7500 I
.00
.00
.00
.00
.00
10.0000 I
.00
.00
.00
.00
.00
10.2500
.00
.00
.00
.00
.00
10.5000
.00
.00
.00
.00
.00
10.7500
.00
.00
.00
.00
.00
11.0000 I
.00
.00
.00
.00
.00
1 500
.00
.00
.00
.0
11.5000
.00
.00
.00
03
.07
I
13
.19
.27
.46
12.0000 1
.56
.70
.88
1.11
1.27
12.2500
1.36
1.46
1.58
1.73
1.89
12.5000
2.08
2.31
2.55
2.78
3.01
12.7500 1
3.24
3.48
3.66
3.73
3.80
13.0000 I
3.88
3.96
4.04
4.13
4.23
13.2500 I
4.33
4.43
4.54
4.65
4.76
13.5000 I
4.87
4.99
5.11
5.21
5.25
13.7500 I
5.30
5.34
5.38
5.42
5.47
14.0000 I
5.51
5.55
5.60
5.64
5.68
14.2500 I
5.72
5.76
5.81
5.85
5.89
14.5000 I
5.93
5.96
6.00
6.04
6.07
14.7500 I
6.11
6.14
6.18
6.21
6.24
15.0000 I
6.26
6.27
6.28
6.29
6.31
15.2500 I
6.32
6.33
6.33
6.33
6.33
15.5000 I
6.33
6.33
6.33
6.33
6.33
15.7500 I
6.33
6.32
6.32
6.31
6.30
16.0000 I
6.30
6.29
6.28
6.27
6.27
16.2500 I
6.26
6.25
6.24
6.23
6.22
16.5000
6.21
6.20
6.20
6.19
6.17
16.7500 1
6.16
6.15
6.14
6.13
6.12
17.0000 1
6.11
6.10
6.08
6.07
6.06
17.2500 1
6.05
6.04
6.02
6.01
6.00
17.5000 I
5.99
5.97
5.96
5.95
5.93
17.7500 I
5.92
5.90
5.89
5.83
6.02
18.0000 I
6.16
6.26
6.32
6.36
6.37
18.2500
6.37
6.35
6.32
6.28
6.23
18.5000
6.17
6.11
6.05
5.99
5.92
18.7500 i
5.85
5.78
5.71
5.64
5.75
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-30

Type.... Hydrograph
Page 6.09
Name.... P 30 OUT Tag: 1.22"
File.... 3:\3301 (.Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIII 24hr Tag: 1.22"
HYDROGRAPH
ORDINATES
(cfs)
Time I
Output Time
increment
= .0500 hrs
hrs I
---------I--------------------------------------------------------
Time on
left represents
time for
first value
in each row.
19.0000 1
5.74
5.73
5.73
5.72
5.71
19.2500 I
5.71
5.70
5.69
5.69
5.68
19.5000 1
5.67
5.66
5.66
5.65
5.64
19.7500
5.63
5.62
5.62
5.61
5.60
20.0000
;.59
5.58
5.58
5.57
5.56
20.2500 1
5.55
5.54
5.53
5.52
5.52
20.5000 I
5.51
5.50
5.49
5.48
5.47
20.7500 I
5.46
5.45
5.45
5.44
5.43
21.0000 I
5.42
5.41
5.40
5.39
5.38
21.2500 I
5.37
5.36
5.35
5.35
5.34
21.5000
5.33
5.32
5.31
5.30
5.29
21.7500
5.28
5.27
5.26
5.25
5.24
22.0000 1
5.23
5.22
5.21
5.20
5.19
22.2500 1
5.18
5.17
5.16
5.16
5.15
22.5000 1
5.14
5.13
5.12
5.11
5.10
22.7500 1
5.09
5.08
5.07
.06
5.05
23.0000 1
5.04
5.03
5.02
5.01
5.00
23.2500 1
4.99
4.98
4.97
4.96
4.95
23.5000 1
4.94
4.93
4.92
4.91
4.90
23.7500
4.89
4.88
4.87
4.86
4.85
24.0000 1
4.84
4.83
4.82
4.81
4.80
24.2500
4.79
4.78
4.77
4.76
4.75
24.5000 1
4.74
4.73
4.72
4.71
4.70
24.7500 I
4.68
4.67
4.66
4.64
4.63
25.0000 1
4.62
4.60
4.59
4.58
4.56
25.2500 I
4.55
4.53
4.52
4.50
4.49
25.5000 I
4.48
4.46
4.45
4.43
4.42
25.7500
4.40
4.39
4.37
4.36
4.34
26.0000 I
4.32
4.31
4.29
4.28
4.26
26.2500 I
4.24
4.23
4.21
4.20
4.18
26.5000 I
4.16
4.15
4.13
A.11
4.10
26.7500 1
4.08
4.06
4.04
4.03
4.01
27.0000 I
3.99
3.98
3.96
3.94
3.92
27.2500 I
3.91
3.89
3.87
3.85
3.84
27.5000 1
3.82
3.80
3.78
3.76
3.75
27.7500 ;
3.73
3.71
3.69
3.68
3.66
28.0000 1
3.64
3.62
3.60
3.59
3.57
28.2500 1
3.55
3.53
3.51
3.50
3.48
28.5000 I
3.46
3.44
3.42
3.40
3.39
28.7500 I
3.37
3.35
3.33
3.32
3.30
29.0000 I
3.28
3.26
3.25
3.23
3.21
29.2500 I
3.19
3.17
3.15
3.14
3.12
29.5000
3.10
3.08
3.07
3.05
3.03
29.7500
3.01
3.00
2.98
2.96
2.95
30.0000 1
2.93
2.91
2.89
2.88
2.86
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-31

Type.... Hydrograph
Page 6.10
Name.... P 30 OUT Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIIl 24hr Tag: 1.22"
HYDROGRAPH ORDINATES
(cfs)
Time I
Output Time
increment
= .0500 hrs
hrs I
--------- --------------------------------------------------------------
Time on
left represents
time for
first value
in each row.
30.2500 1
2.84
2.82
2.80
2.79
2.77
30.5000 I
2.75
2.74
2.72
2.70
2.69
30.7500 I
2.67
2.65
2.64
2.62
2.61
31.0000 1
2.59
2.57
2.56
2.54
2.52
31.2500 I
2.50
2.49
2.41
2.45
2.44
31.5000 I
2.42
2.40
2.39
2.37
2.36
31.7500
2.34
2.33
2.31
2.30
2.28
32.0000 I
2.27
2.26
2.24
2.23
2.21
32.2500 1
2.20
2.16
2.10
2.05
1.99
32.5000 I
1.94
1.89
1.85
1..80
1.76
32.7500
1.72
1.69
1.65
1.62
1.58
33.0000
1.55
1.52
1.49
1.46
1.42
33.2500 1
1.39
1.37
1.34
1.31
1.28
33.5000 I
1.20
1.13
1.07
1.01
.95
33.7500 I
.90
.85
.81
.77
,73
34.0000 I
.70
.67
.64
.61
.59
34.2500
.57
.55
.53
.52
.50
34.5000
.49
.48
.47
.46
.45
34.7500
.44
.44
.45
46
.48
35.0000
.49
.51
.52
.54
.SS
35.2500 1
.57
.58
.59
.60
.61
35.5000 I
.62
.63
.64
.65
.66
35.7500 I
.66
.67
.68
.68
.69
36.0000 I
.69
.70
.70
.70
.71
36.2500 I
.71
.71
.71
.71
.70
36.5000
.69
.68
.67
.67
.67
36.7500 I
.66
.66
.65
.64
.64
37.0000 I
63
.62
.61
.60
.59
37.2500 I
.58
.57
.56
.55
.53
37.5000 I
.52
.51
.49
.48
.46
37.7500 I
.44
.43
.41
_39
.37
38.0000 1
.36
.34
.33
.31
.30
38.2500 I
.28
.27
.26
.24
.23
38.5000
.22
.21
.20
.19
.19
38.7500
.19
.20
.21
.21
.22
39.0000 1
.23
.23
.24
.24
.25
39.2500
.25
.28
.30
.32
.34
39.5000 I
.36
.37
.39
.41
.42
39.7500 I
.44
.46
.47
.48
.50
40.0000 I
.51
.52
,54
.55
.56
40.2500 I
.57
.58
.59
.60
.60
40.5000 1
.61
62
.63
,63
,64
40.7500
.64
.65
.65
.66
.66
41.0000
.66
.67
.68
.69
.69
41.2500
.69
.69
.69
.68
,68
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-32

Type.... Hydrograph
Page 6.11
Name.... P 30 OUT Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIII 24hr Tag: 1.22"
HYDROGRAPH ORDINATES
(cfs)
Time I
Output Time
increment
= .0500 hrs
---hrs I
-----I---------------------------------------
Time on
left represents
time for
first value
in each row.
41.5000 I
.68
.67
.67
-----------------------
.66
.66
41.7500 I
.65
.65
.64
.63
.63
42.0000 I
.62
.61
.60
.59
.58
42.2500 I
.57
.56
.55
.53
.52
42.5000 I
.51
.49
.48
.46
.45
42.7500 1
.43
.41
.39
.38
.36
43.0000 I
.34
.33
.31
.30
.28
43.2500 I
.27
.26
.24
.23
.22
43.5000 I
.21
.20
.19
.18
.18
43.7500 1
.19
.20
.20
.21
.21
44.0000
.22
.23
.23
.24
.24
44.2500
.26
.28
.30
.31
.33
44.5000 1
.35
.37
.38
.40
.42
44.7500 1
.43
.45
.46
.47
.49
45.0000 1
50
.51
.52
.53
.54
45.2500 1
-55
.56
.57
.58
.59
45.5000 I
.60
.61
.61
.62
.62
45.7500 I
.63
.63
.64
.64
.65
46.0000 I
.65
.66
.67
.67
.68
46.2500
.69
.69
.68
.67
.66
46.5000
.64
.62
.60
.57
.54
46.7500
.50
.46
.41
.36
.30
47.0000
.24
.19
.15
.12
.14
47.2500 I
.15
.19
.25
.30
.34
47.5000 1
.38
.42
.45
.49
.52
47.7500 I
.55
.58
.60
.63
.65
48.0000 1
.67
.69
.68
.68
.67
48.2500 I
.65
.63
.61
.59
.56
48.5000 1
.53
.49
.45
.41
.36
48.7500 1
.30
.24
.19
.15
.12
49.0000
.13
.14
.17
.23
.28
49.2500 1
.32
.36
.40
.43
.47
49.5000 I
.50
.53
.56
.58
.61
49.7500 I
.63
.65
.67
.69
.68
50.0000 I
.68
.67
.65
.64
.62
50.2500 I
.60
.57
.55
.51
.48
50.5000 1
.44
.39
.34
.29
.23
50.7500
.19
.15
.12
.12
.14
51.0000
.17
.22
.27
.32
.36
51.2500 I
.39
.43
.46
.49
.52
51.5000 I
55
.58
.60
.62
.65
51.7500 I
.00
.00
.00
.00
.00
52.0000 I
.00
.00
.00
.00
.00
52.2500 I
A0
.00
.00
.30
.24
52.5000 1
.19
.15
.12
.11
.11
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-33

Type.... Hydrograph
Page 6.12
Name.... P 30 OUT rag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIII 24hr Tag: 1.22"
HYDROGRAPH
ORDINATES (cfs)
Time I
Output Time
increment = .0500 hrs
hrs I
---------1---------------------------------
Time on
left represents
time for first
value
in each row.
52.7500 1
.12
.16
-----------------------------
.20
.24
.27
53.0000 1
.30
.32
.35
.37
.39
53.2500 1
.41
.43
.45
.47
.48
53.5000 1
.50
.51
.52
.00
.00
53.7500
.00
.00
.00
.06
.07
54.0000 1
.13
.18
.22
.25
.27
54.2500 I
.28
.27
.25
.21
.16
54.5000 1
.11
.07
.06
.05
.07
54.7500 1
.09
.10
.11
.11
.11
55.0000 1
.10
.10
.09
.08
.07
55.2500
.06
.05
.04
.03
.03
.02
.02
2
.01
.01
55.7500
.01
.01
01
.00
.00
5 0 1
.00
.00
.00
.00
56.2500 I
.00
.00
.00
.00
.00
56.5000 1
.00
.00
.00
.00
.00
56.7500 1
.00
.00
.00
.00
.00
57.0000 1
.00
.00
.00
.00
.00
57.2500 1
.00
.00
.00
57.5000 I
.00
.00
.00
.00
.00
57.7500
.00
.00
.00
.00
.00
58.0000
.00
.00
.00
.00
.00
58.2500 1
.00
.00
.00
.00
.00
58.5000 1
.00
.00
.00
.00
.00
58.7500 1
.00
.00
.00
.00
.00
59.0000 1
.00
.00
.00
.00
.00
59.2500 1
.00
.00
.00
.00
.00
59.5000
.00
.00
.00
.00
.00
59.7500 1
.00
.00
.00
.00
.00
60.0000 1
.00
.00
.00
.00
.00
60.2500 I
.00
.00
.00
.00
.00
60.5000
.00
.00
.00
.00
.00
60.7500
.00
.00
.00
.00
.00
61.0000
.00
.00
.00
.00
.00
61.2500 1
.00
.00
.00
.00
.00
61.5000 1
.00
.00
.00
.00
.00
61.7500 I
.00
.00
.00
.00
.00
62.0000 1
.00
00
.00
.00
.00
62.2500 1
.00
.00
.00
.00
.00
62.5000 1
.00
.00
.00
.00
.00
62.7500
.00
.00
.00
.00
.00
63.0000
.00
.00
.00
.00
.00
63.2500
.00
.00
.00
.00
.00
63.5000 1
.00
.00
.00
.00
.00
63.7500 1
.00
.00
.00
.00
00
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-34

Type.... Hydrograph
Page 6.13
Name.... P 30 OUT Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIII 24hr Tag: 1.22"
HYDROGRAPH
ORDINATES
(cfs)
Time
Output Time
increment
= .0500 hrs
hrs
---------I------------------------------------------------------
Time on
left represents
time for
first value in
each row.
64.0000 I
.00
.00
.00
.00
.00
64.2500 I
.00
.00
.00
.00
.00
64.5000 I
.00
.00
.00
.00
.00
64.7500 I
.00
.00
.00
.00
.00
65.0000 1
.00
.00
.00
.00
.00
65.2500 I
.00
.00
.00
.00
.00
65.5000 I
.00
.00
,00
.00
.00
65.7500 I
.00
.00
00
.00
.00
66.0000
.00
.00
.00
.00
.00
66.2500
.00
.00
.00
.00
.00
66.5000 I
.00
.00
.00
.00
.00
66.7500 I
.00
.00
.00
.00
.00
67.0000 I
.00
.00
.00
,00
.00
67.2500 I
.00
.00
.00
.00
.00
67.5000 I
.00
.00
.00
.00
.00
67.7500
.00
.00
.00
.00
.00
68.0000 I
00
.00
.00
.00
.00
68.2500 I
.00
.00
.00
.00
.00
68.5000 I
00
.00
.00
.00
.00
68.7500 I
.00
.00
.00
.00
.00
69.0000 I
00
.00
.00
.00
.00
69.2500 1
.00
.00
.00
.00
DO
69.5000 1
.00
.00
.00
.00
.00
69.7500 I
.00
.00
.00
.00
.00
70.0000
.00
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-35

I
Type.... Time-Elev Page 7.01
Name.... P 10 Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIII 24hr Tag: 1.22"
f
M
TIME vs. ELEVATION (ft)
Time I
Output Time
increment
= .0500 hrs
hrs I
---------1-----------------------------------------------------
Time on left
represents
time for
first value in
each row.
.0000 I
6.13
6.13
6.13
6.13
6.13
.2500 1
6.13
6.13
6.13
6.13
6.13
.5000 I
6.13
6.13
6.13
6.13
6.13
.7500 1
6.13
6.13
6.13
6.13
6.13
1.0000 1
6.13
6.13
6.13
6.13
6.13
1.2500
6.13
6.13
6.13
6.13
6.13
1.5000 I
6.13
6.13
6.13
6.13
6.13
1.7500 1
6.13
6.13
6.13
6.13
6.13
2.0000 I
6.13
6.13
6.13
6.13
6.13
2.2500 1
6.13
6.13
6.13
6.13
6.13
2.5000 1
6.13
6.13
6.13
6.13
6.13
2.7500 1
6.13
6.13
6.13
6.13
6.13
3.0000 1
6.13
6.13
6.13
6.13
6.13
3.2500 1
6.13
6.13
6.13
6.13
6.13
3.5000 1
6.13
6.13
6.13
6.13
6.13
3.7500 1
6.13
6.13
6.13
6.13
6.13
4.0000 I
6.13
6.13
6.13
6.13
6.13
4.2500 1
6.13
6.13
6.13
6.13
6.13
4.5000 1
6.13
6.13
6.13
6.13
6.13
4.7500 I
6.13
6.13
6.13
6.13
6.13
5.0000 1
6.13
6.13
6.13
6.13
6.13
5.2500 1
6.13
6.13
6.13
6.13
6.13
5.5000
6.13
6.13
6.13
6.13
6.13
5.7500 1
6.13
6.13
6.13
6.13
6.13
6.0000 1
6.13
6.13
6.13
6.13
6.13
6.2500 1
6.13
6.13
6.13
6.13
6.13
6.5000 1
6.13
6.13
6.13
6.13
6.13
6.7500 1
6.13
6.13
6.13
6.13
6.13
7.0000 I
6.13
6.13
6.13
6.13
6.13
7.2500 I
6.13
6.13
6.13
6.13
6.13
7.5000 1
6.13
6.13
6.13
6.13
6.13
7.7500
6.13
6.13
6.13
6.13
6.13
8.0000
6.13
6.13
6.13
6.13
6.13
8.2500 1
6.13
6.13
6.13
6.13
6.13
8.5000 I
6.13
6.13
6.13
6.13
6.13
8.7500 1
6.13
6.13
6.13
6.13
6.13
9.0000 1
6.13
6.13
6.13
6.13
6.13
9.2500 1
6.13
6.13
6.13
6.13
6.13
9.5000 1
6.13
6.13
6.13
6.13
6.13
9.7500 1
6.13
6.13
6.13
6.13
6.13
10.0000 1
6.13
6.13
6.13
6.13
6.13
10.2500 1
6.13
6.13
6.13
6.13
6.13
10.5000 I
6.13
6.13
6.13
6.13
6.13
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:29 AM 9/8/2009
Appendix A A-36

Type.... Time-Elev Page 7.02
Name.... P 10 Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIII 24hr Tag: 1.22"
TIME vs. ELEVATION (ft)
Time I
Output Time
increment
= .0500 hrs
hrs I
---------i------------
Time on
left represents
--------------------------------------------------
time for
first value in
each row.
10.7500 I
6.13
6.13
6.13
6.13
6.13
11.0000 I
6.13
6.13
6.13
6.13
6.13
I
6.13
6.13
6.13
6.13
a0
6
6.13
6.13
6.13
6.15
6.18
I
6.24
6.32
6.40
6
6.52
12.0000
6.58
6.66
6.75
6.87
7.00
12.2500
7.02
7.03
7.05
7.07
7.09
12.5000
7.13
7.16
7.21
7.26
7.32
12.7500 1
7.38
7.45
7.53
7.60
7.68
13.0000 I
7.76
7.85
7.93
8.00
8.03
13.2500 I
8.06
8.09
8.12
8.16
8.19
13.5000 I
8.22
8.26
8.30
8.33
8.37
13.7500 I
8.41
8.45
8.49
8.53
8.57
14.0000 I
8.61
8.65
8.69
8.73
8.77
14.2500 I
8.81
8.85
8.89
8.94
8.98
14.5000 I
9.01
9.02
9.04
9.05
9.07
14.7500 I
9.08
9.10
9.11
9.13
9.14
15.0000 I
9.16
9.17
9.19
9.20
9.22
15.2500 1
9.24
9.25
9.27
9.28
9.30
15.5000 I
9.31
9.33
9.34
9.36
9.38
15.7500 I
9.39
9.41
9.42
9.44
9.45
16.0000 1
9.47
9.48
9.50
9.51
9.53
16.2500 1
9.54
9.56
9.57
9.59
9.60
16.5000 1
9.62
9.63
9.65
9.66
9.68
16.7500 I
9.69
9.71
9.72
9.73
9.75
17.0000 I
9.76
9.78
9.79
9.80
9.82
17.2500
9.83
9.85
9.86
9.87
9.89
17.5000 I
9.90
9.91
9.93
9.94
9.95
17.7500 1
9.97
9.98
9.99
10.00
10.01
18.0000
10.01
10.02
10.02
10.03
10.03
18.2500 i
10.04
10.04
10.05
10.05
10.06
18.5000 1
10.06
10.06
10.07
10.07
10.08
18.7500 1
10.08
10.09
10.09
10.10
10.10
19.0000 I
10.10
10.11
10.11
10.12
10.12
19.2500 1
10.12
10.13
10.13
10.14
10.14
19.5000 I
10.14
10.15
10.15
10.16
10.16
19.7500 I
10.16
10.17
10.17
10.18
10.18
20.0000 I
10.18
10.19
10.19
10.20
10.20
20.2500 1
10.20
10.21
10.21
10.22
10.22
20.5000 I
10.22
10.23
10.23
10.23
10.24
20.7500 I
10.24
10.25
10.25
10.25
10.26
21.0000 I
10.26
10.26
10.27
10.27
10.28
21.2500 I
10.28
10.28
10.29
10.29
10.29
21.5000 I
10.30
10.30
10.30
10.31
10.31
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:29 AM 9/8/2009
Appendix A A-37

I
Type.... Time-Elev Page 7.03
Name.... P 10 Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIIl 24hr Tag: 1.22"
TIME vs. ELEVATION (ft)
Time I
Output Time
increment
= .0500 hrs
hrs I
---------I--------------------------------------------------------------
Time on left
represents
time for
first value in
each row.
21.7500 1
10.31
10.32
10.32
10.33
10.33
22.0000 1
10.33
10.34
10.34
10.34
10.35
22.2500 1
10.35
10.35
10.36
10.36
10.36
22.5000
10.37
10.37
10.37
10.38
10.38
22.7500 1
10.38
10.39
10.39
10.39
10.39
23.0000 1
10.40
10.40
10.40
10.41
10.41
23.2500 1
10.41
10.42
10.42
10.42
10.43
23.5000 1
10.43
10.43
10.43
10.44
10.44
23.7500 1
10.44
10.45
10.45
10.45
10.46
24.0000 1
10.46
10.46
10.46
10.47
10.47
24.2500 1
10.47
10.48
10.48
10.48
10.48
24.5000 1
10.49
10.49
10.49
10.49
10.50
24.7500 1
10.50
10.50
10.51
10.51
10.51
25.0000 1
10.51
10.52
10.52
10.52
10.52
25.2500 1
10.53
10.53
10.53
10.53
10.54
25.5000 1
10.54
10.54
10.54
10.55
10.55
25.7500 1
10.55
10.55
10.55
10.56
10.56
26.0000 1
10.56
10.56
10.57
10.57
10.57
26.2500 1
10.57
10.57
10.58
10.58
10.b8
26.5000
10.58
10.58
10.59
10.59
10.59
26.7500
10.59
10.59
10.60
10.60
10.60
27.0000
10.60
10.60
10.60
10.61
10.61
27.2500 1
10.61
10.61
10.61
10.61
10.62
27.5000 1
10.62
10.62
10.62
10.62
10.62
27.7500 1
10.62
10.63
10.63
10.63
10.63
28.0000 1
10.63
10.63
10.63
10.64
10.64
28.2500
10.64
10.64
10.64
10.64
10.64
28.5000 1
10.64
10.64
10.65
10.65
10.65
28.7500 1
10.65
10.65
10.65
10.65
10.65
29.0000
10.65
10.65
10.66
10.66
10.66
29.2500
10.66
10.66
10.66
10.66
10.66
29.5000 1
10.66
10.66
10.66
10.66
10.66
29.7500 1
10.66
10.66
10.66
10.67
10.67
30.0000 1
10.67
10.67
10.67
10.67
10.67
30.2500 1
10.67
10.67
10.67
10.67
10.67
30.5000 1
10.67
10.67
10.67
10.67
10.67
30.7500 1
10.67
10.67
10.67
10.67
10.67
31.0000 1
10.67
10.67
10.67
10.67
10.67
311r2500 1
10.67
10.67
10.67
10.67
10.67
31.5000
10.67
10.67
10.67
10.67
10.67
31.7500 1
10.67
10.67
10.67
10.67
10.67
32.0000 1
10.67
10.66
10.66
10.66
10.66
32.2500 1
10.66
10.66
10.66
10.66
10.66
32.5000 I
10.66
10.66
10.66
10.66
10.66
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009

Type.... Time-Elev Page 7.04
Name...: P 10 Tag: 1.22"
File.... 3:\3301 { Wilmington) \0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIII 24hr Tag: 1.22"
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs I
---------1---------------------------------------------------------
Time on left
represents
time for
first value in
each row.
32.7500 1
10.65
10.65
10.65
10.65
10.65
33.0000 1
10.65
10.65
10.65
10.64
10.64
33.2500 1
10.64
10.64
10.64
10.64
10.64
33.5000 1
10.63
10.63
10.63
10.63
10.63
33.7500 1
10.62
10.62
10.62
10.62
10.62
34.0000 1
10.61
10.61
10.61
10.61
10.60
34.2500 1
10.60
10.60
10.60
10.59
10.59
34.5000 1
10.59
10.58
10.58
10.58
10.58
34.7500
10.57
10.57
10.57
10.57
10.56
35.0000
10.56
10.56
10.56
10.55
10.55
35.2500 1
10.55
10.55
10.54
10.54
10.54
35.5000
10.54
10.53
10.53
10.53
10.53
35.7500
10.52
10.52
10.52
10.52
10.51
36.0000
10.51
10.51
10.51
10.51
10.50
36.2500 1
10.50
10.50
10.50
10.49
10.49
36.5000 1
10.49
10.49
10.48
10.48
10.48
36.7500 1
10.48
10.47
10.47
10.47
10.4'1
37.0000 1
10.47
10.46
10.46
10.46
10.46
37.2500 1
10.45
10.45
10.45
10.45
10.44
37.5000
10.44
10.44
10.44
10.43
10.43
37.7500
10.43
10.43
10.42
10.42
10.42
38.0000 1
10.41
10.41
10.41
10.41
10.40
38.2500 1
10.40
10.40
10.40
10.39
10.39
38.5000 1
10.39
10.38
10.38
10.38
10.37
38.7500 1
lu.3'1
10.37
10.37
10.36
10.36
39.0000 1
10.36
10.35
10.35
10.35
10.35
39.2500 1
10.34
10.34
10.34
10.34
10.33
39.5000 1
10.33
10.33
10.32
10.32
10.32
39.7500 I
10.32
10.31
10.31
10.31
10.31
40.0000
10.30
10.30
10.30
10.30
10.29
40.2500
10.29
10.29
10.29
10.28
10.28
40.5000 1
10.28
10.28
10.28
10.27
10.27
40.7500 1
10.27
10.27
10.26
10.26
10.26
41.0000 1
10.26
10.25
10.25
10.25
10.25
41.2500 1
10.25
10.24
10.24
10.24
10.24
41.5000 1
10.23
10.23
10.23
10.23
10.23
41.7500 1
10.22
10.22
10.22
10.22
10.21
42.0000 !
10.21
10.21
10.21
10.20
10.20
42.2500 1
10.20
10.20
10.20
10.19
10.19
42.5000 1
10.19
10.19
10.18
10.18
10.18
42.7500
10.18
10.17
10.17
10.17
10.17
43.0000
10.16
10.16
10.16
10.15
10.15
43.2500 1
10.15
10.15
10.14
10.14
10.14
43.5000 1
10.14
10.13
10.13
10.13
10.12
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-39

Type....
Time-Elev
Page 7.05
Name....
File....
Storm...
P 10 Tag: 1.22"
J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Type11I 24hr Tag: 1.22"
TIME vs. ELEVATION (ft)
Time I
Output Time
increment
= .0500 hrs
hrs I
---------I--------------------------------------------------------------
Time on left
represents
time for
first value in
each row.
43.7500 I
10.12
10.12
10.12
10.11
10.11
44.0000 I
10.11
10.10
10.10
10.10
10.10
44.2500 I
10.09
10.09
10.09
10.09
10.08
44.5000
10.08
10.08
10.08
10.07
10.07
44.7500 I
10.07
10.07
10.06
10.06
10.06
45.0000 I
10.06
10.05
10.05
10.05
10.05
45.2500 1
10.04
10.04
10.04
10.04
10.03
45.5000 1
10.03
10.03
10.03
10.03
10.02
45.7500
10.02
10.02
10.02
10.01
10.01
46.0000 !
10.01
10.01
10.01
10.00
10.00
46.2500
10.00
9.99
9.98
9.98
9.97
46.5000 1
9.97
9.96
9.95
9.95
9.94
46.7500 1
9.93
9.93
9.92
9.91
9.90
47.0000 I
9.90
9.89
9.88
9.87
9.86
47.2500 !
9.85
9.85
9.84
9.83
9.82
47.5000 I
9.82
9.81
9.80
9.80
9.79
47.7500 I
9.78
9.78
9.77
9.76
9.76
48.0000 I
9.75
9.74
9.74
9.73
9.73
48.2500 I
9.72
9.71
9.71
9.70
9.69
48.5000 I
9.69
9.68
9.67
9.67
9.66
48.7500
9.65
9.65
9.64
9.63
9.62
49.0000
9.62
9.61
9.60
9.59
9.58
49.2500
9.58
9.57
9.56
9.56
9.55
49.5000 1
9.54
9.54
9.53
9.52
9.52
49.7500 I
9.51
9.51
9.50
9.49
9.49
50.0000 I
9.48
9.48
9.47
9.47
9.46
50.2500 I
9.45
9.45
9.44
9.44
9.43
50.5000 I
9.42
9.42
9.41
9.40
9.40
50.7500
9.39
9.38
9.37
9.37
9.36
51.0000
9.35
9.34
9.34
9.33
9.32
51.2500 1
9.32
9.31
9.30
9.30
9.29
51.5000 I
9.28
9.28
9.27
9.27
9.26
51.7500
9.26
9.25
9.24
9.23
9.22
52.0000
9.22
9.21
9.20
9.19
9.18
52.2500 1
9.18
9.17
9.16
9.15
9.15
52.5000 1
9.14
9.13
9.13
9.12
9.11
52.7500 1
9.10
9.10
9.09
9.08
9.08
53.0000 1
9.07
9.06
9.06
9.05
9.04
53.2500 I
9.04
9.03
9.03
9.02
9.01
53.5000 I
9.01
9.00
8.99
8.97
8.95
53.7500 1
8.93
8.91
8.88
8.86
8.84
54.0000 I
8.82
8.80
8.78
8.76
8.74
54.2500 f
8.73
8.71
8.69
8.67
8.65
54.5000 1
8.63
8.61
8.59
8.57
8.55
SIN:
Bentley PondPack (10.01.04.00) 10:29 MI
Appendix A
Bentley Systems, Inc.
9/8/2009
F-AIEl 7

Type.... Time-Elev Page 7.06
Name.... P 10 Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forepay DWQ.;ppw
Storm... TypeIII 24hr Tag: 1.2211
TIME vs. ELEVATION (ft)
Time I
Output Time
increment
= .0500 hrs
hrs I
--------=I--------------------------------------------------------------
Time on
left represents
time for
first value in
each row.
54.7500 I
8.53
8.52
8.50
8.48
8.46
55.0000 I
8.44
8.42
8.40
8.38
8.37
55.2500 E
8.35
8.33
8.31
8.29
8.27
55.5000
8.25
8.24
8.22
8.20
8.18
55.7500
8.16
8.14
8.13
8.11
8.09
56.0000 I
8.07
8.05
8.04
8.02
8.00
56.2500 I
7.95
7.90
7.85
7.80
7.75
56.5000 I
7.70
7.65
7.60
7.56
7.51
56.7500 I
7.47
7.43
7.3B
7.34
7.30
57.0000
7.26
7.22
7.19
7.15
7.11
57.2500 I
7.08
7.05
7.01
6.73
6.49
6.15
6.14
6.18
6.13
57.75U0
6.15
6.14
6.14
6.13
6.13
58.0000 I
6.13
6. 3
6.13
6.13
6.13
58.2500 I
6.13
6.13
6.13
6.13
6.13
58.5000 I
6.13
6.13
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:29 AM 9/8/2009
Appendix A A_41

Type.... Time-Elev Page 7.07
Name.... P 30 Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay BWQ.ppw
Storm... TypeIII 24hr Tag: 1.22"
TIME vs. ELEVATION (ft)
Time
Output Time
increment =
.0500 hrs
hrs
--------- I -------------------------------------------------------------
Time on left
represents
time for first value in
each row.
.0000 I
8.25
8.25
8.25
8.25
8.25
.2500 I
8.25
8.25
8.25
8.25
8.25
.5000 I
8.25
8.25
8.25
8.25
8.25
.7500 I
8.25
8.25
8.25
8.25
8.25
1.0000 I
8.25
8.25
8.25
8.25
8.25
1.2500 I
8.25
8.25
8.25
8.25
8.25
1.5000
8.25
8.25
8.25
8.25
8.25
1.7500 1
8.25
8.25
8.25
8.25
8.25
2.0000 1
8.25
8.25
8.25
8.25
8.25
2.2500 I
8.25
8.25
8.25
8.25
8.25
2.5000 I
8.25
8.25
8.25
8.25
8.25
2.7500 I
8.25
8.25
8.25
8.25
8.25
3.0000 I
8.25
8.25
8.25
8.25
8.25
3.2500 I
8.25
8.25
8.25
8.25
8.25
3.5000
8.25
8.25
8.25
8.25
8.25
3.7500 1
8.25
8.25
8.25
8.25
8.25
4.0000 1
8.25
8.25
8.25
8.25
8.25
4.2500
8.25
8.25
8.25
8.25
8.25
4.5000 I
8.25
8.25
8.25
8.25
8.25
4.7500 I
8.25
8.25
8.25
8.25
8.25
5.0000 I
8.25
8.25
8.25
8.25
8.25
5.2500 I
8.25
8.25
8.25
8.25
8.25
5.5000 I
8.25
8.25
8.25
8.25
8.25
5.7500 I
8.25
8.25
8.25
8.25
8.25
6.0000
8.25
8.25
8.25
8.25
8.25
6.2500 I
8.25
8.25
8.25
8.25
8.25
6.5000 I
8.25
8.25
8.25
8.25
8.25
6.7500 I
8.25
8.25
8.25
8.25
8.25
7.0000 I
8.25
8.25
8.25
8.25
8.25
7.2500
8.25
8.25
8.25
8.25
8.25
7.5000
8.25
8.25
8.25
8.25
8.25
7.7500 1
8.25
8.25
8.25
8.25
8.25
8.0000 1
8.25
8.25
8.25
8.25
8.25
8.2500 I
8.25
8.25
8.25
8.25
8.25
8.5000 I
8.25
8.25
8.25
8.25
8.25
8.7500 I
8.25
8.25
8.25
8.25
8.25
9.0000 I
8.25
8.25
8.25
8.25
8.25
9.2500 I
8.25
8.25
8.25
8.25
8.25
9.5000 I
8.25
8.25
8.25
8.25
8.25
9.7500 I
8.25
8.25
8.25
8.25
8.25
10.0000 I
8.25
8.25
8.25
8.25
8.25
10.2500
8.25
8.25
8.25
8.25
8.25
10.5000 I
8.25
8.25
8.25
8.25
8.25
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:29 AM 9/8/2009
Appendix A A-42

Type.... Time-Elev
Page 7.08
Name.... P 30 Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIII 24hr Tag: 1.22"
TIME vs. ELEVATION (ft)
Time I
Output Time
increment
= .0500 hrs
hrs
Time on left
represents
time for
first value in
each row.
- - --- - - - - I - -
1
;��Doj
- - - - - - -- - - - -- -
8.25
- - - - - ----- -
8.25
- - - - - - --- -
8.25
- - - - -- - - -- - - - - -
8.25
- - ----- -- -
8:25
8.26
8.26
8.26
8.27
11.2500 1
8.27
8.28
8.29
8.31
8.32
11.5000 1
8.34
8.36
8.38
8.41
8.44
11.7500 1
8.48
8.53
8.58
8.63
8.68
12.0000 1
8.74
8.80
8.87
8.96
9.01
12.2500 1
9.04
9.08
9.12
9.17
9.22
12.5000 1
9.29
9.36
9.45
9.55
9.66
12.7500
9.78
9.91
10.01
10.05
10.09
13.0000 1
10.13
10.18
10.23
10.28
10.34
13.2500
10.41
10.47
10.54
10.61
10.69
13.5000
10.77
10.85
10.93
11.01
11.04
13.7500 i
11.07
11.10
11.13
11.16
11.20
14.0000 1
11.23
11.26
11.30
11.33
11.36
14.2500 1
11.39
11.43
11.46
11.49
11.53
14.5000 1
11.56
11.59
11.62
11.65
11.68
14.7500 1
11.71
11.74
11.77
11.80
11.82
15.0000 J
11.85
11.87
11.90
11.92
11.95
15.2500 1
11.97
11.99
12.01
12.02
12.04
15.5000
12.05
12.06
12.07
12.08
12.10
15.7500 1
12.11
12.12
12.13
12.14
12.15
16.0000 1
12.16
12.17
12.18
12.18
12.19
16.2500 1
12.20
12.21
12.22
12.22
12.23
16.5000 1
12.24
12.25
12.25
12.26
12.26
16.7500
12.2,/
12.27
12.28
12.29
12.29
17.0000 I
12.29
12.30
12.30
12.31
12.31
17.2500 1
12.32
12.32
12.32
12.33
12.33
17.5000
12.33
12.33
12.34
12.34
12.34
17.7500
12.34
12.35
12.35
12.35
12.35
18.0000 1
12.35
12.35
12.35
12.35
12.35
18.2500
12.35
12.35
12.35
12.35
12.35
18.5000
12.35
12.35
12.35
12.35
12.35
18.7500 1
12.35
12.35
12.35
12.35
12.35
19.0000 1
12.35
12.35
12.35
12.34
12.34
19.2500 1
12.34
12.34
12.34
12.34
12.34
19.5000 1
12.34
12.33
12.33
12.33
12.33
19.7500 1
12.33
12.32
12.32
12.32
12.32
20.0000 1
12.32
12.31
12.31
12.31
12.31
20.2500 1
12.30
12.30
12.30
12.30
12.29
20.5000 1
12.29
12.29
12.29
12.28
12.28
20.7500 1
12.28
12.27
12.27
12.27
12.27
21.0000 1
12.26
12.26
12.26
12.25
12.25
21.2500 1
12.25
12.24
12.24
12.24
12.23
21.5000 1
12.23
12.23
12.22
12.22
12.22
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-43

T'ype.... Time-Elev Page 7.09
dame.... P 30 Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIII 24hr Tag: 1.22"
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs
---------I--------------------------------------------------------------
Time on
left represents
time for
first value in
each row.
21.7500 1
12.21
12.21
12.21
12.20
12.20
22.0000 I
12.20
12.19
12.19
12.19
12.18
22.2500 1
12.18
12.18
12.17
12.17
12.17
22.5000 1
12.16
12.16
12.16
12.15
12.15
22.7500
12.15
12.14
12.14
12.13
12.13
23.0000 1
12.13
12.12
12.12
12.12
12.11
23.2500 1
12.11
12.11
12.10
12.10
12.09
23.5000 1
12.09
12.09
12.08
12.08
12.08
23.7500 1
12.07
12.07
12.07
12.06
12.06
24.0000 1
12.05
12.05
12.05
12.04
12.04
24.2500 1
12.04
12.03
12.03
12.02
12.02
24.5000 1
12.02
12.01
12.01
12.01
12.00
24.7500 1
12.00
11.99
11.99
11.98
11.97
25.0000 1
11.97
11.96
11.96
11.95
11.94
25.2500 1
11.94
11.93
11.92
11.92
11.91
25.5000 1
11.91
11.90
11.89
11.89
11.88
25.7500 1
11.87
11.87
11.86
11.85
11.84
26.0000 1
ii.84
11.83
11.82
11.82
11.81
26.2500 1
11.80
11.79
11.79
11.78
11.77
26.5000
11.77
11.76
11.75
11.74
11.73
26.7500 1
11.73
11.72
11.71
11.70
11.70
27.0000 I
11.69
11.68
11.67
11.67
11.66
27.2500 1
11.65
11.64
11.63
11.63
11.62
27.5000 1
11.61
11.60
11.60
11.59
11.58
27.7500 1
11.h1
11.57
11.56
11.55
11.54
28.0000 1
11.54
11.53
11.52
11.51
11.51
28.2500 1
ll.50
11.49
11.48
11.48
11.47
28.5000 I
11.46
11.45
11.45
11.44
11.43
28.7500 1
11.42
11.42
11.41
11.40
11.40
29.0000 I
11.39
11.38
11.37
11.37
11.36
29.2500 1
11.35
11.35
11.34
11.33
11.33
29.5000 1
11.32
11.31
11.31
11.30
11.29
29.7500 1
11.29
11.28
11.27
11.27
11.26
30.0000 1
11.25
11.25
11.24
11.24
11.23
30.2500 I
11.22
11.22
11.21
11.20
11.20
30.5000 1
11.19
11.19
11.18
11.17
11.17
30.7500 1
11.16
11.16
11.15
11.14
11.14
31.0000 1
11.13
11.13
11.12
11.12
11.11
31.2500 1
11.11
11.10
11.09
11.09
11.08
31.5000 1
11.08
11.07
11.07
11.06
11.06
31.7500 !
11.05
11.05
11.04
11.04
11.03
32.0000 1
11.03
11.02
11.02
11.01
11.01
32.2500 1
11.00
10.99
10.98
10.97
10.95
32.5000 1
10.94
10.93
10.92
10.90
10.89
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-44

Type.... Time-Elev
Page 7.10
Name.... P 30 'rag: 1.22"
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forehay OWQ.ppw
Storm... TypeIII 24hr Tag: 1.22"
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs I
---------I--------------------------------------------------------------
Time on
left represents
time for
first value in
each row.
32.7500 I
10.88
10.87
10.86
10.85
10.84
33.0000 I
10.83
10.82
10.81
10.80
10.79
33.2500 I
10.78
10.77
10.77
10.76
10.75
33.5000 I
10.74
10.73
10.73
10.72
10.72
33.7500
10.71
10.70
10.70
10.69
10.69
34.0000 1
10.69
10.68
10.68
10.67
10.67
34.2500 I
10.67
10.66
10.66
10.66
10.65
34.5000 I
10.65
10.65
10.64
10.64
10.64
34.7500 I
10.63
10.63
10.63
10.63
10.62
35.0000 I
10.62
10.62
10.61
10.61
10.60
35.2500 I
10.60
10.60
10.59
10,59
10.59
35.5000 I
10.58
10.58
10.57
10.57
10.56
35.7500 I
10.56
10.56
10.55
10.55
10.54
36.0000 I
10.54
10.53
10.53
10.52
10.52
36.2500 I
10.52
10.51
10.51
10.50
10.50
36.5000 !
10.49
10.49
10.49
10.48
10.48
36.7500 I
10.48
10.48
10.47
10.47
10.47
37.0000 I
10.47
10.47
10.46
10.46
10.46
37.2500 I
1.0,46
10.45
10.45
10.45
10.45
37.5000 I
10.44
10.44
10.44
10.44
10.43
37.7500
10.43
10.43
10.43
10.42
10.42
38.0000
10.42
10.42
10.41
10.41
10.41
38.2500 1
10.41
10.41
10.40
10.40
10.40
38.5000 1
10.40
10.40
10.40
10.40
10.40
38.7500 I
10.39
10.39
10.39
10.39
10.39
39.0000 I
10.39
10.39
10.38
10.38
10.38
39.2500 I
10.38
10.38
10.38
10.37
10.37
39.5000 I
10.37
10.37
10.36
10.36
10.36
39.7500
10.36
10.35
10.35
10.35
10.34
40.0000
10.34
10.34
10.33
10.33
10.32
40.2500
10.32
10.32
10.31
10.31
10.31
40.5000 1
10.30
10.30
10.29
10.29
10.29
40.7500 I
10.28
10.28
10.27
10.27
10.26
41.0000 I
10.26
10.26
10.25
10.25
10.25
41.2500 I
10.25
10.25
10.24
10.24
10.24
41.5000 I
10.24
10.23
10.23
10.23
10.23
41.7500 I
10.23
10.22
10.22
10.22
10.22
42.0000 I
10.21
10.21
10.21
10.21
10.20
42.2500 I
10.20
10.20
10.20
10.20
10.19
42.5000 I
10.19
10.19
10.19
10.18
10.18
42.7500 I
10.18
10.18
10.17
10.17
10.17
43.0000 I
10.17
10.16
10.16
10.16
10.16
43.2500 I
10.16
10.16
10.15
10.15
10.15
43.5000 I
10.15
10.15
10.15
10.15
10.14
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-45

Type.... Time-Elev Page 7.11
Name.... P 30 Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay OWQ.ppw
Storm... TypeIII 24hr Tag: 1.22"
TIME vs. ELEVATION (ft)
Time
Output Time
increment = .0500 hrs
j hrs I
---------I--------------------------------------------------------------
Time on
left represents
time for first
value in
each row.
43.7500 1
10.14
10.14
10.14
10.14
10.14
44.0000 I
10.14
10.13
10.13
10.13
10.13
44.2500 I
10.13
10.13
10.12
10.12
10.12
44.5000 1
10.12
10.12
10.11
10.11
10.11
44.7500 I
10.10
10.10
10.10
10.10
10.09
45.0000 I
10.09
10.09
10.08
10.08
10.08
45.2500 I
10.07
10.07
10.06
10.06
10.06
45.5000
10.05
10.05
10.04
10.04
10.04
45.7500 i
10.03
10.03
10.02
10.02
10.02
46.0000
10.01
10.01
10.01
10.01
10.00
46.2500
10.00
10.00
9.99
9.98
9.98
46.5000 I
9.97
9.97
9.96
9.95
9.95
46.7500 I
9.94
9.93
9.93
9.92
9.91
47.0000 I
9.90
9.90
9.89
9.89
9.89
47.2500 1
9.88
9.87
9.87
9.86
9.84
47.5000 I
9.83
9.82
9.81
9.80
9.80
47.7500 I
9.79
9.78
9.78
9.77
9.76
48.0000
9.76
9.75
9.74
9.74
9.73
48.2500
9.73
9.72
9.71
9.71
9.70
48.5000
9.69
9.69
9.68
9.67
9.67
48.7500
9.66
9.65
9.65
9.64
9.64
49.0000 I
9.64
9.63
9.63
9.62
9.61
49.2500 I
9.60
9.59
9.57
9.56
9.56
49.5000 I
9.55
9.54
9.54
9.53
9.52
49.7500 I
9.52
9.51
9.51
9.50
9.49
50.0000 I
9.49
9.48
9.48
9.47
9.47
50.2500
9.46
9.45
9.45
9.44
9.44
50.5000
9.43
9.42
9.42
9.41
9.40
50.7500 i
9.40
9.39
9.39
9.39
9.38
51.0000 1
9.38
9.37
9.36
9.35
9.34
51.2500 1
9.32
9.32
9.31
9.30
9.30
51.5000 I
9.29
9.28
9.28
9.27
9.27
51.7500 1
9.26
9.26
9.25
9.24
9.23
52.0000 I
9.22
9.22
9.21
9.20
9.19
52.2500 I
9.18
9.18
9.17
9.16
9.15
52.5000
9.15
9.14
9.14
9.14
9.13
52.7500 I
9.13
9.12
9.12
9.11
9.10
53.0000 1
9.09
9.08
9.07
9.06
9.05
53.2500 1
9.04
9.04
9.03
9.03
9.02
53.5000 1
9.01
9.01
9.00
8.99
8.97
53.7500 I
8.95
8.93
8.91
8.89
8.88
54.0000 I
8.85
8.82
8.80
8.78
8.76
54.2500 1
8.74
8.73
8.71
8.69
8.67
54.5000 1
8.66
8.65
8.64
8.63
8.61
SIN :
Bentley PondPack (10.01.04.00)
10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-46

Type.... Time-Elev Page 7.12
Name....
File....
Storm...
P 30 Tag: 1.22"
3:\3301 (Wilmington)\0903 SW Phase II\Pond )hack\Phase II + I Post Forebay DWQ.ppw
TypeIII 24hr Tag: 1.22"
`1'IME vs. ELEVATION (Lt)
Time I
Output Time
increment = .0500 hrs
hrs
---------I--------------------------------------------------------------
Time on
left represents
time for first
value in
each row.
54.7500 i
8.59
8.57
8.55
8.53
8.51
55.0000 1
8.50
8.48
8.46
8.45
8.44
55.2500 1
8.43
8.42
8.41
8.41
8.40
0 I
8.40
8.39
8.39
8.39
6 I
55.$0O1
8.39
8.39
8.38
8.38
8.38
56.
8.38
8.38
8.38
8.38
56.2500 1
8.38
8.38
8.38
8.38
8.38
56.5000 1
8.38
8.38
8.38
8.38
8.38
56.7500 1
8.38
8.38
8.38
8.38
8.38
57.0000 1
8.38
8.38
8.38
8.38
8.38
57.2500 1
8.38
8.38
8.38
8.38
8.38
57.5000 1
8.38
8.38
8.38
8.38
8.38
57.7500 1
8.38
8.38
8.38
8.38
8.38
58.0000 1
8.38
8.38
8.38
8.38
8.38
58.2500
8.38
8.38
8.38
8.38
8.38
58.5000 I
8.38
8.38
8.38
8.38
8.38
58.7500 1
8.38
8.38
8.38
8.38
8.38
'.0000 I
8.38
8.38
8.38
8.38
8.38
59.2500 I
8.38
8.38
8.38
8.38
8.38
59.5000 1
8.38
8.38
8.38
8.38
8.38
59.7500 1
8.38
8.38
8.38
8.38
8.38
60.0000 1
8.38
8.38
8.38
8.38
8.38
60.2500
8.38
8.38
8.38
8.38
8.38
60.5000 1
8.38
8.38
8.38
8.38
8.38
60.7500 1
8.38
8.38
8.38
8.38
8.38
61.0000 1
8.38
8.38
8.38
8.38
8.38
61,2500 1
8.38
8.38
8.38
8.38
8.38
61.5000 1
8.38
8.38
8.38
8.38
8.38
61.7500 1
8.38
8.38
8.38
8.38
8.38
62.0000 1
8.38
8.38
8.38
8.38
8.38
62.2500
8.38
8.38
8.38
8.38
8.38
62.5000 I
8.38
8.38
8.38
8.38
8.38
62.7500 1
8.38
8.38
8.38
8.38
8.38
63.0000 1
8.38
8.38
8.38
8.38
8.38
63.2500
8.38
8.38
8.38
8.38
8.38
63.5000 1
8.38
8.38
8.38
8.38
8.38
63.7500
8.38
8.38
8.38
8.38
8.38
64.0000
8.38
8.38
8.38
8.38
8.38
64.2500
8.38
8.38
8.38
8.38
8.38
64.5000 I
8.38
8.38
8.38
8.38
8.38
64.7500 1
8.38
8.38
8.38
8.38
8.38
65.0000 1
8.38
8.38
8.38
8.38
8.38
65.2500 1
8.38
8.38
8.38
8.38
8.38
65.5000
8.38
8.38
8.38
8.38
8.38
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-47

Type.... Time-Elev Page 7.13
Name.... P 30 Tag: 1.22"
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIII 24hr Tag: 1.22"
TIME vs. ELEVATION (ft)
Time
Output Time
increment
= .0500 hrs
hrs I
---------I--------------------------------------------------------------
Time on
left represents
time for
first value in
each row.
65.7500 I
8.38
8.38
8.38
8.38
8.38
66.0000 I
8.38
8.38
8.38
8.38
8.38
66.2500 I
8.38
8.38
8.38
8.38
8.38
66.5000 I
8.38
8.38
8.38
8.38
8.38
66.7500 I
8.38
8.38
8.38
8.38
8.38
67.0000
8.38
8.38
8.38
8.38
8.38
67.2500
8.38
8.38
8.38
8.38
8.38
67.5000 1
8.38
8.38
8.38
8.38
8.38
67.7500 I
8.38
8.38
8.38
8.38
8.38
68.0000 I
8.38
8.38
8.38
8.38
8.38
68.2500 I
8.38
8.38
8.38
8.38
8.38
68.5000 I
8.38
8.38
8.38
8.38
8.38
68.7500 I
8.38
8.38
8.38
8.38
8.38
69.0000 I
8.38
8.38
8.38
8.38
8.38
69.2500
8.38
8.38
8.38
8.38
8.38
69.5000
8.38
8.38
8.38
8.38
8.38
69.7500 1
8.38
8.38
8.38
8.38
8.38
70.0000 1
8.38
S/N:
Bentley PondPack (10.01.04.00)
10:29 AM
Appendix A
Bentley Systems, Inc.
9/8!2009
A-48

Type.... Vol: Elev-Area
Name.... P 10
Page 8.01
File.... J:\3301 {Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebav DWQ.ppw
Elevation
Planimeter Area
Al+A2+sgr(Al*A2)
Volume
(ft)
---------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(ac-ft)
6.13
----- 0
0
.000
7.00
----- 250
250
.002
8.00
----- 13657
15755
.121
9.00
----- 19051
48838
.374
10.00
----- 85468
144871
1.109
11.00
----- 210706
430370
3.293
12.00
----- 298721
760310
5.818
13.00
----- 346082
966334
7.395
14.00
----- 539055
1317060
10.079
15.00
----- 544897
1625920
12.442
16.00
----- 571752
1674812
12.816
17.00
----- 586156
1736817
13.291
18.00
— - 600567
1780041
13.621
19.00
- 615320
1823786
13.956
20.00
-- 630832
1869180
14.303
POND VOLUME EQUATIONS
Volume Sum
(ac-ft)
---------------
.000
.002
.122
.496
1.605
4.898
10.716
18.111
28.189
40.631
53.447
66.738
80.359
94.315
108.619
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-ELl) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = incremental volume between EL1 and EL2
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-49

Type.... Vol: Elev-Area
Name.... P 30
Page 8.02
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(ac-ft)
(ac-ft)
8.25
----- 0
0
.000
.000
9.00
----- 2914
2914
.017
.017
10.00
----- 8975
17003
.130
.147
11.00
----- 52352
83003
.635
.782
1.2.00
----- 113100
242400
1.855
2.637
12.35
----- 128560
362243
.970
3.607
13.00
----- 160000
431981
2.149
5.756
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Areal))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN:
Bentley PondPack (10.01.04.00)-
10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-50

Type.... Outlet Input Data
Name.... PR 30 Rv 1.6 wid
Page 9.01
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 6.13 ft
Increment = .25 ft
Max. Elev.= 20.00 ft
OUTLET CONNECTIVITY
**********************************************
---> Forward
Flow
Only
(Upstream to DnStream)
<--- Reverse
Flow
Only
(DnStream to UpStream)
< --- > Forward
and Reverse Both Allowed
Structure
-----------------
No.
----
Outfall El, ft
E2, ft
Stand Pipe
RO
--->
------- --------- ---------
TW 12.350
20.000
Orifice -Circular
00
--->
TW 6.130
20.000
Culvert -Circular
CO
--->
TW 12.500
20.000
Orifice -Area
01
--->
TW 13.500
20.000
Weir -Rectangular
WO
--->
TW 18.000
20.000
TW SETUP, DS Channel
1
Main Basin
Outlet
Structures
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10.29 AM 9/8/2009
Appendix A A-51

Type.... Outlet Input Data
Name.... PR 30 Rv 1.6 wid
Page 9.02
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = RO
Structure Type = Stand Pipe
------------------------------------
# of Openings 1
Invert Elev. = 12.35 ft
Diameter - 1.3333 ft
Orifice Area 1.3962 sq.ft
Orifice Coeff. .600
Weir Length = 4.19 ft
Weir Coeff. 3.300
K, Reverse = 1.000
Mannings n .0000
Kev,Charged Riser = .000
Weir Submergence = No
Orifice H to crest= Yes
16" Standpipe
Riser
former invert elev.
of 10.15'
Structure ID = 00 6.75" Orifice
Structure Type = Orifice -Circular
------------------------------------ formerly 3.75"
# of Openings = 1
Invert Elev. = 6.13 ft
Diameter = .5630 ft
Orifice Coeff. _ .632
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-52

Type.... Outlet Input Data
Name.... PR 30 Rv 1.6 wid
Page 9.03
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
------------------------------------
= Culvert -Circular
No. Barrels
= 1
Barrel Diameter
= 4.0000
ft
Upstream Invert
= 12.50
ft
Dnstream Invert
= 12.30
ft
Horiz. Length
= 44.00
ft
Barrel Length
= 44.00
ft
Barrel Slope
= .00455
ft/ft
OUTLET CONTROL DATA...
Mannings n =
.0150
Ke =
.5000
Kb -
.006557
Kr =
.5000
HW Convergence =
.001
INLET CONTROL DATA...
Equation form
1
Inlet Control K
.0078
Inlet Control M
2.0000
Inlet Control c =
.02920
Inlet Control Y
.7400
T1 ratio (HW/D) =
1.133
T2 ratio (HW/D) =
1.205
Slope Factor =
-.500
High Flow
Existing 48" RCP
(1 of 2)
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev 17.03 ft ---> Flow = 87.96 cfs
At T2 Elev = 17.32 ft ---> Flow = 100.53 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:29 AM 9/8/2009
Appendix A A-53

Type.... Outlet Input Data
name.... PR 30 Rv 1.6 wid
Page 9.04
File.... d:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
01
Structure Type
= Orifice -Area____
Plate covering existing
# of Openings
= 1
48" RCP (2 of 2) with
Invert Elev.
= 13.50
ft
Area
- 4.0800
sq. ft
2.55" X 1.60" orifice
Top of Orifice
16.05
ft
Datum Elev.
= 13.50
ft
Orifice Coeff.
_ .600
Structure ID WO Existing
Structure -Type
----=-Weir'Rectangular
--------- Emergency
# of Openings = 1
Crest Elev. 18.00 ft Spillway
Weir Length 33.50 ft
Weir Coeff. 2.640000
Weir TW effects (Use adjustment equation)
k
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:29 AM 9/8/2009
Appendix A A-54

Type.... Outlet Input Data
Name.... PR 50 Rv 1.6 wid
Page 9.05
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 8.25 ft
Increment = .25 ft
Max. Elev.= 13.00 ft
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
i
1
Structure No. Outfall El, ft E2, ft
----------------- -----------------------------
Culvert -Circular CF ---> TW 8.250 13.000
i Weir -Rectangular WF ---> TW 12.350 13.000
TW SETUP, DS Channel
SIN:
Bentley PondPack (10.01.04.00) 10:29 AM
Appendix A
Forebay
Outlet
Structures
Bentley Systems, Inc.
9/8/2009
A-55

Type.... Outlet Input Data
Name.... PR 50 Rv 1.6 wid
Page 9.06
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CF
Structure Type
------------------------------------
= Culvert -Circular
No. Barrels
1
Barrel Diameter
= 1.0000
ft
Upstream Invert
8.25
ft
Dnstream Invert
= 8.18
ft
Horiz. Length
= 29.00
ft
Barrel Length
= 29.00
ft
Barrel Slope
.00241
ft/ft
Forebay Connection
Pipe
12" RCP
OUTLET CONTROL DATA...
Mannings n = 0150
Ke = .5000 (forward entrance loss)
Kb .041636 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence - .001 +/- ft
INLET CONTROL DATA...
Equation form 1
Inlet Control K .0078
Inlet Control M 2.0000
Inlet Control c .02920
Inlet Control Y .7400
T1 ratio (HW/D) 1.148
T2 ratio (HW/D) 1.206
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 9.40 ft ---> Flow = 2.75 cfs
At T2 Elev = 9.46 ft ---> Flow = 3.14 cfs
SIN:
Bentley PondPack (10.01.04.00)
10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-56

Type.... Outlet Input Data Page 9.07
j Name.... PR 50 Rv 1.6 wid
1
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = WF Forebay Connection
Structure Type = Weir -Rectangular
------------------------------------ Weir/Berm
# of Openings = 1
Crest Elev. = 12.35 ft
Weir Length 415.00 ft
Weir Coeff. 2.640000
Weir TW effects (Use adjustment equation)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:29 AM 9/8/2009
Appendix A A-57

Type.... ICPM Node Routing Summary Page 10.01
Name.... P 10 Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIII 24hr Tag: 1.22"
ICPM POND ROUTING SUMMARY
HYG Dir
= J:\3301
(Wilmington)\0903 SW Phase II\Pond Pack\
Inflow HYG file
= P 10
IN 1.22"
Outflow HYG file
= P 10
OUT 1.22"
Pond Node Data
P 10
Pond Volume Data
= P 10
Pond Outlet Data
PR 30 Rv
1.6 wid
j No Infiltration
INITIAL CONDITIONS
----------------------------------
CALCULATION TOLERANCES
Starting WS Elev
= 6.13
-------------------------------
ft Target Convergence= .000
cfs +/-
Starting Volume
= .000
ac-ft Max. Iterations = 35
loops
Starting Outflow
= .00
cfs ICPM Time Step = .0500
his
Output Time Step = .0500
his
----------------------------------
ICPM Ending Time = 70.0000
-------------------------------
his
MAXIMUM STORAGE
Tp,
his Elev, ft Vol, ac-ft
----------------------------
30.9500 10.67 3.810
FORWARD FLOW PEAKS REVERSE FLOW PEAKS
Tp, his
---------
Qp, cfs Tp, his Qp, cfs
Pond Inflow.....
18.2000
---------------------------
6.37 .0000 .00
Puud Outflow....
29.7500
2.60 .0000 .00
TOTAL VOLUME IN TOTAL VOLUME OUT
Vol, ac-ft
------------
Direction Vol, ac-ft Direction
Pond Inflow.....
8.705
------- ------------ -------
Forward .000 Reverse
Pond Outflow....
.000
Reverse 8.705 Forward
MASS BALANCE (ac-ft)
-----------------------------
+ Initial Vol.....
.000
+ Total Vol IN....
8.705
- Total Vol OUT...
8.705
- Ending Pond Vol.
.000
------------
<-- (At 58.5500 his Elev. 6.13 ft)
Difference......
.000
ac-ft (.001% of Inflow Volume)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:29 AM 9/8/2009
Appendix A A-58

Type.... ICPM Node Routing Summary Page 10.02
Name.... P 30 Tag: 1.22"
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIll 24hr Tag: 1.22"
ICPM POND ROUTING SUMMARY
HYG Dir J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Inflow HYG file = P 30 IN 1.22"
Outflow HYG file P 30 OUT 1.22"
Pond Node Data = P 30
Pond Volume Data = P 30
Pond Outlet Data = PR 50 Rv 1.6 wid
No Infiltration
INITIAL CONDITIONS
----------------------------------
Starting WS Elev = 8.25 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
CALCULATION TOLERANCES
Target Convergence=
.000
cfs +/-
Max. Iterations =
35
loops
ICPM Time Step =
.0500
hrs
Output Time Step =
.0500
hrs
ICPM Ending Time =
-------------------------------
70.0000
hrs
MAXIMUM STORAGE
Tp, hrs Elev, ft
---------
Vol, ac-ft
---------
18.2500 12.35
----------
3.616
FORWARD FLOW PEAKS
REVERSE FLOW PEAKS
Tp, hrs Qp, cfs
------------------
Tp, hrs Qp, cfs
Pond Inflow.....
14.0500 20.61
------------------
.0000 .00
Pond Outflow....
18.2000 6.37
.0000 .00
TOTAL VOLUME IN
TOTAL VOLUME OUT
Vol, ac-ft Direction
------------
Vol, ac-ft Direction
Pond Inflow.....
------- ------------
8.543 Forward
-------
.000 Reverse
Pond Outflow....
.000 Reverse
8.705 Forward
MASS BALANCE (ac-ft)
-----------------------------
+ Initial Vol..... .000
+ Total Vol IN.... 8.543
- Total Vol OUT... 8.705
- Ending Pond Vol. .003 <-- (At 70.0000 hrs Elev.= 8.38 ft)
------------
Difference...... -.166 ac-ft (1.903% of Outflow Volume)
WARNING: Mass balance for routing volumes vary by more than .5%
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:29 AM 9/8/2009
Appendix A A-59

Appendix A
A-1
Index of Starting Page Numbers for ID Names
----- P -----
P 10... 8.01, 7.01, 10.01
P 10 OUT 1.22"... 6.01
P 30... 8.02, 7.07, 10.02
P 30 OUT 1.22"... 6.07
PHASE II + I... 3.01, 4.01, 5.01,
5.02
PR 30 Rv 1.6 wid... 9.01
PR 50 Rv 1.6 wid... 9.05
SCS UH 20... 3.03, 4.02, 5.05,
1.01
SIN:
Bentley PondPack (10.01.04.00)
10:29 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-60

Job File: J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\PHASE II + I POST FOREBAY DW4.PP'
Rain bir: J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
iOB TITLE
Project Date: 7/21/2009
Project Engineer: Eric Stumph
Project Title: Stormwater Management Phase II
Project Comments:
Wilmington International Airport
Extended Dry Detention Basin 1
Phase II
3301-0903
1-yr, 24-hr rainfall event
Pre -development Qp = 45.87 cfs
Post -development Qp = 41.27 cfs
Post < Pre
Pre -development analysis can be found in Appendix B-4 to B-57
Post -development analysis can be found in Appendix A.
SIN:
Bentley PondPack (10.01.04.00) 11:09 AM
Appendix A
Bentley Systems, Inc.
9/8/2009
A-61

Type.... Executive Summary (Nodes) Page 1.01
Name.... Watershed Event: 1 yr Pre
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Pre 1
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC
Storm Tag Name = Pre 1
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.8300 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Node ID Type
J 40
JCT
Outfall OUT 60
JCT
SUB 15
AREA
SUB 16
AREA
SUB 18
AREA
SUB 19A
AREA
SIN:
Bentley PondPack (10.01.04.00)
HYG Vol
Qpeak
ac-ft
----------
Trun. hrs
7.208
-----------
12.3000
7.208
12.3000
1.139
12.8500
.861
12.7500
4.703
12.3000
.505
12.7000
11:39 AM
Appendix A
Qpeak Max WSEL
cfs ft
-----------------
45.8
7
45.87
5.03
3.94
41.01
2.49
Bentley Systems, Inc.
7/29/2009
A-62

Type.... Executive Summary (Nodes) Page 3.01
Name.... Watershed Event: I yr post
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post Forebay DWQ.ppw
Storm... TypeIII 24hr Tag: lyr post
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NCDENR
Storm Tag Name = lyr Post
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.8300 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
-------------------------------
ICPM CALCULATION
-------------------------------
TOLERANCES
Target Convergence= .000
cfs +/-
Max. Iterations
= 35
loops
ICPM Time Step
= .0500
hrs
Output Time Step
= .0500
hrs
ICPM Ending Time
-------------------------------
= 70.0000
hrs
HYG Vol
Qpeak
Qpeak
Max WSEL
Node ID
Type
ac-ft Trun.
hrs
cfs
ft
Outfall OUT 10
----------
JCT
27.222
--
R
••--
12.2500
--------
41.27
---------
P 10
POND
30.111
R
14.6000
167.18
P 10 OUT
POND
22.756
R
14.6500
10.70
13.06
P 30
POND
56.573
14.0000
148.67
P 30 OUT
POND
30.111
R
14.6000
167.18
13.00
PHASE II + I
AREA
56.573
14.0000
148.67
SCS UH 20
AREA
4.466
12.2500
39.18
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:22 AM 9/8/2009
Appendix A A-63

APPENDIX B
PEAK FLOW ATTENUATION ANALYSIS
EXTENDED DRY DETENTION BASIN No. 1
(2,10, 25, 100-yr events)

Extended Dry Detention Basin No. 1
Peak Flow Attenuation, 2-yr, 10-yr, 25-yr events —New Hanover County Stormwater
Management Ordinance. Also, analysis of 100-yr event.
Run Pond Pack pre -development and post development models.
Pre -development pgs. B-4 to B-57
4 subareas from master plan —15, 16, 18, 19A
Refer to existing drainage area map for A, CN, Tc parameters
Post -development pgs. B-58 to B-125
3 subareas — 150 ac basin tributary area (Phase I), 114 ac basin tributary area (Phase II), and
basin by-pass area. Refer to post -development proposed drainage area map for A, CN, Tc
parameters
Existing Configuration (Phase I) — service up to 150 acres, 65% impervious surfacing.
Proposed Configuration (Phase II) — service an additional 114 acres, 85% impervious surfacing.
Results — pg. B-2
As indicated the results table, the basin controls post -development discharge peaks at or below
pre -development discharge for the 2, 10, 25 and 100 year storms analyzed. The 100 yr event is
contained within the basin with more than 1.5 feet below the top of berm, which satisfies the
minimum 0.5 foot requirement per New Hanover County.
Appendix B B-1

Wilmington International Airport
Stormwater Management - Phase 11
Extended Dry Detention Basin No. 1
Peak Flow Attenuation
Storm
Return Period
Years
Existing Conditions
Q peak
cfs
Proposed Conditions
Q peak
cfs
Basin
Peak WSEL
Feet MSL
2
63
55
14.70
10
134
132
16.74
25
166
153
17.37
100
227 1
191
18.20
pgs. B-9 to B-12 pgs. B-63 to B-66
Appendix B B-2

Extended Dry Detention Basin No. 1
Peak Discharge at each outlet device
Storm
Q peak
Peak
Q peak
Q.peak
Q peak
I Q peak
Q peak
Event
Total
WSEL
1611
Standpipe
Orifice 0
48" RCP
Orifice 1
Emergency
Spillway
2
52
14.70
10.3
3.6
23.4
14.8
0.0
10
127
16.74
14.0
4.1
73.9
35.3
0.0
25
149
17.37
15.0
4.2
91.2
38.6
0.0
100
184
18.20
16.2
4.3
112.6
42.6
8.8
pgs.
8-63 to B-66
B-96
to
B-97
B-100
to
B-101
B-104
to
B-105
B-108
to
B-109
B-112
to
B-113
Appendix B B_3

Existing Conditions
sub 16
4(
0
Out 60
sub 18
Appendix B
w
LIM

Job Pile: J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB NO 1 PRE-DEV.PPW
Rain Dir: J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
JOB TITLE
Project Date: 7/21/2009
Project Engineer: Eric Stumph
Project Title: Stormwater Management - Phase II
Project Comments:
Wilmington International Airport
Extended Dry Detention Basin 1
Phase II
3301-0903
Existing Conditions
SIN:
Bentley PondPack (10.01.04.00) 3:02 PM
Appendix B
Bentley Systems, Inc.
7/21/2009
B-5

Table of Contents
Table of Contents
i
*************** NETWORK SUMMARIES (DETAILED) ***************
Watershed.......
Pre 2
Executive
Summary
(Nodes) ..........
1.01
Watershed.......
Pre 10
Executive
Summary
(Nodes) ..........
1.02
t Watershed.......
Pre 25
Executive
Summary
(Nodes) ..........
1.03
Watershed.......
Pre100
(
Executive
Summary
(Nodes) ..........
1.04
****************** DESIGN STORMS SUMMARY *******************
NHC............. Pre 2
Design Storms 2.01
********************** TC CALCULATIONS *********************
SUB 15.......... Tc Calcs ........................... 3.01
SUB16.......... Tc Calcs ........................... 3.03
SUB 18.......... Tc Calcs 3.05
SUB 19A......... Tc Calcs ........................... 3.07
1
********************** CN CALCULATIONS ***r*****************
SUB 15.......... Runoff CN-Area 4.01
SUB 16.......... Runoff CN-Area ..................... 4.02
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B_g

Table of Contents
Table of Contents (continued)
ii
SUB 18.......... Runoff CN-Area ...... 4.03
SUB 19A......... Runoff CN-Area ..................... 4.04
******************* RUNOFF HYDROGRAPHS ********************
SUB
15..........
Pre 2
Unit Hyd.
Summary
..................
5.01
SUB
15..........
Pre 10
Unit Hyd.
Summary
..................
5.02
SUB
15..........
Pre 25
Unit Hyd.
Summary
..................
5.03
SUB
15..........
Pre100
Unit Hyd.
Summary
..................
5.04
SUB
16..........
Pre 2
Unit Hyd.
Summary
..................
5.05
SUB
16..........
Pre 10
Unit Hyd.
Summary
..................
5.06
SUB
16..........
Pre 25
Unit Hyd.
Summary
..................
5.07
SUB
16..........
Pre100
Unit Hyd.
Summary
..................
5.08
SUB
18..........
Pre 2
Unit Hyd.
Summary
..................
5.09
SUB
18..........
Pre 10
Unit Hyd.
Summary
..................
5.10
SUB
18..........
Pre 25
Unit Hyd.
Summary
..................
5.11
SUB
18..........
Pre100
Unit Hyd.
Summary
..................
5.12
SUB
19A.........
Pre 2
Unit Hyd.
Summary
..................
5.13
SIN:
Bentley PondPack (10.01.04.00) 3:02 PM
Appendix B
Bentley Systems, Inc.
7/21/2009
B-7
-0.

Table of Contents
I
Table of Contents (continued)
SUB 19A......... Pre 10
Unit Hyd. Summary .................. 5.14
SUB 19A......... Pre 25
Unit Hyd. Summary .................. 5.15
SUB 19A...... .,, Pre100
Unit Hyd. Summary .................. 5.16
********************** HYG ADDITION ******************x****
OUT
60.........
Pre 2
Node: Addition
Summary .............
6.01
OUT
60.........
Pre 10
Node: Addition
Summary .............
6.04
OUT
60.........
Pre 25
Node: Addition
Summary .............
6.08
OUT
60.........
Prel00
Node: Addition
Summary .............
6.12
SIN:
Bentley PondPack (10.01.04.00) 3:02 PM
Appendix B
Bentley Systems, Inc.
7/21/2009
B-8

Type.... Executive Summary (Nodes) Page 1.01
± Name.... Watershed Event: 2 yr
!( File.... J;\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeII1 24hr Tag: Pre 2
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC
Storm Tag Name = Pre 2
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 4.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Node ID
-----------------
Type
----
ac-ft
Trun. hrs
J 40
JCT
----------
9.825
-----------
12.3000
Outfall OUT 60
JCT
9.825
12.3000
SUB 15
AREA
1.672
12.7500
SUB 16
AREA
1.306
12.6500
SUB 18
AREA
6.119
12.2500
SUB 19A
AREA
.728
12.7000
SIN:
Bentley PondPack (10.01.04.00) 3:02 PM
I Appendix B
Qpeak Max WSEL
cfs ft
-----------------
62.72
62.72
8.02
6.68
53.73
3.82
Bentley Systems, Inc.
7/21/2009
B-9

Type.... Executive Summary (Nodes) Page 1.02
Name.... Watershed Event: 10 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDi3B no 1 PRE-DEV.ppw
.Storm... TypelII 24hr Tag: Pre 10
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC
Storm Tag Name = Pre 10
Data Type, rile, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
-----------------
Type
----
ac-ft Trun.
----------
hrs
cfs ft
J 40
JCT
-----------
21.043
12.3000
-----------------
134.15
Outfall OUT 60
JCT
21.043
12.3000
134.15
SUB 15
AREA
4.108
12.7500
21.78
SUB 16
AREA
3.404
12.6500
19.92
SUB 18
AREA
11.805
12.2500
103.50
SUB 19A
AREA
1.726
12.6000
9.73
SIN:
Bentley PondPack (10.01.04.00)
3:02 PM
Appendix B
Bentley Systems, Inc.
7/21/2009
B-10

i
Type.... Executive Summary (Nodes) Page 1.03
Name.... Watershed Event: 25 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
storm... TypeIII 24hr Tag: Pre 25
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC
Storm Tag Name = Pre 25
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 8.0500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start. Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Node ID Type
J
40
JCT
Outfall OUT
60
JCT
SUB
15
AREA
SUB
16
AREA
SUB
18
AREA
SUB
19A
AREA
HYG Vol
Qpeak
ac-ft
----------
Trun. hrs
--
26.200
---------
12.3000
26.200
12.3000
5.273
12.7500
4.427
12.6500
14.302
12.2500
2.197
12.6000
Qpeak Max WSEL
cfs ft
-----------------
166.22
166.22
28.28
26.30
124.81
12.55
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B-11

Type.... Executive Summary (Nodes) Page 1.04
i Name.... Watershed Event: 100 yr
i file.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no I PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Prel00
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC
Storm Tag Name = Pre100
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak
Node
-----------------
ID
Type
----
ac-ft
----------
Trun. hrs
cfs
J
40
JCT
36.208
-----------
12.3000
--------
227.47
Outfall OUT
60
JCT
36.208
12.3000
227.47
SUB
15
AREA
7.577
12.7500
40.97
SUB
16
AREA
6.472
12.5500
39.03
SUB
18
AREA
19.036
12.2500
164.49
SUB
19A
AREA
3.124
12.6000
18.02
SIN:
Bentley PondPack (10.01.04.00) 3:02 PM
Appendix B
Max WSEL
ft
Bentley Systems, Inc.
7/21/2009
B-12

I
I
Type.... Design Storms Page 2.01
Name.... NHC Event: 2 yr
File.... J:\3301 (Wilmington)\0903 SW Phase 11\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Pre 2
DESIGN STORMS SUMMARY
Design Storm File,ID = NHC
Storm Tag Name = Pre 2
-------------------------
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 2 yr
y Total Rainfall Depth= 4.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24,0000 hrs
Storm Tag Name = Pre 10
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 25
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 8.0500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre100
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN:
Bentley PondPack (10.01.04.00)
3:02 PM
Appendix B
Bentley Systems, Inc.
7/21/2009
B-13

Type.... Tc Calcs
Name.... SUB 15
Page 3.01
File.... 3:\3301 lWiimington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
TIME OF CONCENTRATION CALCULATOR
..................
Segment #1: Tc: Length & Vel.
Hydraulic Length 920.00 ft
Avg.Velocity 2.00 ft/sec
Segment #1 Time: .1278 hrs
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 200.00 ft
Slope .005000 ft/ft
Unpaved
Avg.Velocity 1.14 ft/sec
Segment #2 Time: .0487 hrs
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 300.00 ft
2yr, 24hr P 4.5000 in
Slope .005000 ft/ft
Avg.Velocity .10 ft/sec
Segment #3 Time: .8409 hrs
------------------------------------------------------------------------
Total Tc: 1.0174 hrs
SIN:
Bentley PondPack (10.01.04.00) 3:02 PM
Appendix B
Bentley Systems, Inc.
7/21/2009
B-14

Type.... Tc Calcs
Name.... SUB 15
Page 3.02
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
User Defined Length & Velocity ---
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
SIN:
Bentley PondPack (10.01.04.00) 3:02 PM
Appendix B
Bentley Systems, Inc.
7/21/2009
B-15

Type.... Tc Calcs
iName.... SUB 16
Page 3.03
File.... 3:\3301 tWilmington)\0903 SW Phase II\Pond Pack\EDDB no I PRE-DEV.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Shallow
Hydraulic Length 800.00 ft
Slope .005000 ft/ft
Unpaved
Avg.Velocity 1.14 ft/sec
Segment #1 Time: .1948 hrs
-----------------------------------------------------------------------
Segment #2: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 300.00 ft
2yr, 24hr P 4.5000 in
Slope .010000 ft/ft
Avg.Velocity .13 ft/sec
Segment #2 Time: .6373 hrs
------------------------------------------------------------------------
Total Tc: .8321 hrs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B-1 6

Type.... Tc Calcs
Name.... SUB 16
Page 3.04
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
--------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B-1 7

Type.... Tc Calcs
Name.... SUB 18
Page 3.05
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vel.
Hydraulic Length 2250.00 ft
Avg.Velocity 2.00 ft/sec
Segment #1 Time: .3125 hrs
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 300.00 ft
Slope .010000 ft/ft
Paved
Avg.Velocity 2.03 ft/sec
Segment #2 Time: .0410 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .0150
Hydraulic Length 60.00 ft
2yr, 24hr P 4.5000 in
Slope .010000 ft/ft
Avg.Velocity .87 ft/sec
Segment #3 Time: .0191 hrs
------------------------------------------------------------------------
Total Tc: .3726 hrs
SIN:
Bentley PondPack (10.01.04.00)
3:02 PM
Appendix B
Bentley Systems, Inc.
7/21/2009
B-18

I
Type.... Tc Calcs Page 3.06
Name.... SUB 18
Fie.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDS no 1 PRE-DEV.ppw
--------------------
Tc Equations used...
--------------------
( SCS TR-55 Sheet Flow
li Tc = (.007 * ((n * Lf) **0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
___- SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21;2009
Appendix B B-1 9

Type.... Tc Calcs
Name.... SUB 19A
Page 3.07
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vel.
Hydraulic Length 1700.00 ft
III Avg.Velocity 2.00 ft/sec
Segment #1 Time: .2361 hrs
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 300.00 ft
Slope .005000 ft/ft
Unpaved
Avg.Velocity 1.14 ft/sec
Segment #2 Time: .0730 hrs
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 200.00 ft
2yr, 24hr P 4.5000 in
Slope .005000 ft/ft
Avg.Velocity .09 ft/sec
Segment #3 Time: .6080 hrs
------------------------------------------------------------------------
Total Tc: .9171 hrs
SIN:
Bentley PondPack (10.01.04.00) 3:02 PM
Appendix B
Bentley Systems, Inc.
7/21/2009
B-20

Type.... Tc Calcs
Name.... SUB 19A
Page 3.08
File.... 3:\3301 (Wilmington)10903 Sin? Phase 31.\Pond Pack\EDDB no 1 PRE-DEV.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V - Velocity, ft/sec
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B-21

Type.... Runoff CN-Area
Name.... SUB 15
Page 4.01
File.... 3:\3301 {Wilmington)\0903 SW Phase II\Pond Pack\EDDB no I PRE-DEV.ppw
RUNOFF CURVE NUMBER DATA
Soil/Surface Description
------------------------
Woods Good
Open Space Good
Impervious
------------------------------------------
Impervious
Area
Adjustment
Adjusted
CN
--- ----
acres
%C %UC
CN
55
---------
1.000
----- -----
------
55.00
61
15.900
61.00
98
.700
98.00
COMPOSITE AREA & WEIGHTED CN ---> 17.600 62.13 (62)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B_22

Type.... Runoff CN-Area
Name.... SUB 16
Page 4.02
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond rack\EDDB no i PRE-DEV.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area
Adjustment
Adjusted
Soil/Surface Description
--------------------------------
CN
acres
%C %UC
CN
Woods Good
----
77
---------
.800
----- -----
------
77.00
Open Space Good
61
7.000
61.00
Woods Good
55
8.500
55.00
COMPOSITE AREA & WEIGHTED CN --->
16.300
58.66 (59)
SIN:
Bentley PondPack (10.01.04.00) 3:02 PM
Appendix B
Bentley Systems, Inc.
7/21/2009
B-23

Type.... Runoff CN-Area
Name.... SUB 18
Page 4.03
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no I PRE-DEV.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
Soil/Surface Description CN
-------------------------------- ----
Open Space Good 61
Open Space Good 74
Impervious 98
Impervious
Area Adjustment Adjusted
acres %C %UC CN
------- ----- ----- ------
15.100 61.00
.800 74.00
15.000 98.00
COMPOSITE AREA & WEIGHTED CN ---> 30.900 79.30 (79)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B-24

I
Type.... Runoff CN-Area
Name.... SUB 19A
Page 4.04
!File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no I PRE-DEV.ppw
RUNOFF CURVE NUMBER DATA
Soil/Surface Description
------------------------
Open Space, Good
impervious
----------------- ----------------------
Impervious
Area Adjustment Adjusted
CN acres %C %UC CN
- ---- --------- ----- ----- ------
61 6.400 61.00
98 .500 98.00
COMPOSITE AREA & WEIGHTED CN --- > 6.900 63.68 (64)
SIN:
Bentley PondPack (10.01.04.00) 3:02 PM
Appendix B
Bentley Systems, Inc.
7/21/2009
B-25

i
Type.... Unit Hyd. Summary Page 5.01
Name.... SUB 15 Tag: Pre 2 Event: 2 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Pre 2
I
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 year storm
Duration
= 24.0000 hrs Rain Depth 4.5000 in
Rain Dir
= J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID
= - TypeIII 24hr
Unit Hyd Type
= Default Curvilinear
HYG Dir
= J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG Yile - ID
= - SUB 15 Pre 2
Tc =
1.0174 hrs
Drainage Area =
17.600 acres Runoff CN= 62
Computational Time Increment .13566 hrs
Computed Peak Time = 12.7517 hrs
Computed Peak Flow 8.02 cfs
Time
Increment for HYG
File v
.0500
hrs
Peak
Time, Interpolated
Output =
12.7500
hrs
Peak
Flow, Interpolated
Output =
8.02
cfs
DRAINAGE AREA
ID:SUB 15
CN = 62
Area = 17.600 acres
S 6.1290 in
0.25 = 1.2258 in
Cumulative Runoff
-------------------
1.1401 in
1.672 ac-ft
HYG Volume... 1.672 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 1.01742 hrs (ID: SUB 15)
Computational Incr, Tm .13566 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
j K= 483.43/645.333, K= .7491 (also, K= 2/(1+(Tr/Tp)).
1 Receding/Rising, Tr/Tp - 1.6698 (solved from K = .7491)
Unit peak, qp 19.60 cfs
Unit peak time Tp - .67828 hrs
Unit receding limb, Tr 2.71313 hrs
Total unit time, Tb 3.39141 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3.02 PM 7/21/2009
Appendix B B-26

4
9
Type.... Unit Hyd. Summary Page 5.02
Name.... SUB 15 Tag: Pre 10 Event: 10 yr
y File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no I PRE-DEV.ppw
:Storm... TypeIII 24hr Tag: Pre 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = - SUB 15 Pre 10
Tc = 1.0174 hrs
Drainage Area = 17.600 acres Runoff CN= 62
Computational Time Increment = .13566 hrs
Computed Peak Time 12.7517 hrs
Computed Peak Flow 21.79 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.7500 hrs
Peak Flow, Interpolated Output = 21.78 cfs
DRAINAGE AREA
-------------------
ID:SUB 15
CN = 62
Area = 17.600 acres
S 6.1290 in
0.25 1.2258 in
Cumulative Runoff
-------------------
2.8010 in
4.108 ac-ft
HYG Volume... 4.108 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 1.01742 hrs (ID: SUB 15)
Computational Incr, Tm = .13566 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 19.60 cfs
Unit peak time Tp .67828 hrs
Unit receding limb, Tr = 2.71313 hrs
Total unit time, Tb 3.39141 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B_27

Type.... Unit Hyd. Summary Page 5.03
Name.... SUB 15 Tag: Pre 25 Event: 25 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeIII 24hr Tack: Pre 25
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 25 year storm
Duration = 24.0000 hrs Rain Depth = 8.0500 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = - SUB 15 Pre 25
Tc = 1.0174 hrs
Drainage Area = 17.600 acres Runoff CN= 62
Computational Time Increment = .13566 hrs
Computed Peak Time 12.7517 hrs
Computed Peak Flow = 28.28 cfs
Time
Increment for HYG File =
.0500
hrs
Peak
Time, Interpolated Output =
12.7500
hrs
Peak
Flow, Interpolated Output =
28.28
cfs
DRAINAGE AREA
ID:SUB 15
CN = 62
Area = 17.600 acres
S = 6.1290 in
0.25 = 1.2258 in
Cumulative Runoff
-------------------
3.5952 in
5.273 ac-ft
HYG Volume... 5.273 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc 1.01742 hrs (ID: SUB 15)
Computational Incr, Tm = .13566 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K - .7491)
Unit peak, qp = 19.60 cfs
Unit peak time Tp = .67828 hrs
Unit receding limb, Tr = 2.71313 hrs
Total unit time, Tb = 3.39141 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B-28

Type.... Unit Hyd. Summary Page 5.04
Name.... SUB 15 Tag: Pre100 Event: 100 yr
File.... J:\3301 (Wilmington)\Q903 'SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Pre100
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth 10.0000 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID - SUB 15 Pre100
Tc = 1.0174 hrs
Drainage Area = 17.600 acres Runoff CN= 62
Computational Time Increment .13566 hrs
Computed Peak Time = 12.7517 hrs
Computed Peak Flow = 40.98 cfs
Time
Increment for HYG
File
.0500
hrs
Peak
Time, Interpolated
Output =
12.7500
hrs
Peak
Flow, Interpolated
Output =
40.97
cfs
DRAINAGE AREA
ID:SUB 15
CN = 62
Area 17.600 acres
S 6.1290 in
0.25 = 1.22.58 in
Cumulative Runoff
-------------------
5.1658 in
7.576 ac-ft
HYG Volume... 7.577 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 1.01742 hrs (ID: SUB 15)
Computational Incr, TM = .1356E hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 19.60 cfs
Unit peak time Tp = .67828 hrs
Unit receding limb, Tr = 2.71313 hrs
Total unit time, Tb 3.39141 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B-29

Type.... Unit Hyd. Summary Page 5.05
Name.... SUB 16 Tag: Pre 2 Event: 2 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Pre 2
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 year storm
Duration = 24.0000 hrs Rain Depth = 4.5000 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = - SUB 16 Pre 2
Tc = .8321 hrs
Drainage Area = 16.300 acres Runoff CN= 59
Computational Time increment - .11095 hrs
Computed Peak Time = 12.6479 hrs
Computed Peak Flow = 6.68 cfs
Time
Increment for HYG
File =
.0500
hrs
Peak
Time, Interpolated
Output =
12.6500
hrs
Peak
Flow, Interpolated
Output =
6.68
cfs
DRAINAGE AREA
ID:SUB 16
CN = 59
Area = 16.300 acres
S = 6.9492 in
0.25 1.3898 in
Cumulative Runoff
-------------------
.9616 in
1.306 ac-ft
k. HYG Volume... 1.306 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .83210 hrs (ID: SUB 16)
Computational Incr, Tm = .11095 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp 22.20 cfs
Unit peak time Tp = .55473 hrs
Unit receding limb, Tr 2.21894 hrs
Total unit time, Tb = 2.77367 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B-30

Type.... Unit Hyd. Summary Page 5.06
Name.... SUB 16 Tag: Pre 10 Event: 10 ,.,r
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no i PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Pre 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration
= 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir
= J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID
= - TypeIII 24hr
Unit Hyd Type
= Default Curvilinear
HYG Dir =
J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID =
- SUB 16 Pre 10
Tc . =
.8321 hrs
Drainage Area =
16.300 acres Runoff CN= 59
Computational Time Increment = .11095 hrs
Computed Peak Time 12.6479 hrs
Computed Peak Flow 19.95 cfs
Time
Increment for HYG File =
.0500
hrs
Peak
Time, Interpolated Output =
12.6500
hrs
Peak
Flow, Interpolated Output =
19.92
cfs
DRAINAGE AREA
ID:SUB 16
CN = 59
Area = 16.300 acres
S = 6.9492 in
0.2S = 1.3898 in
Cumulative Runoff
-------------------
2.5060 in
3.404 ac-ft
HYG Volume... 3.404 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc .83210 hrs (ID: SUB 16)
Computational Incr, Tm = .11095 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K .7491)
Unit peak, qp = 22.20 cfs
Unit peak time Tp .55473 hrs
Unit receding limb, Tr = 2.21894 hrs
Total unit time, Tb = 2.77367 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B-31

l
Type.... Unit Hyd. Summary Page 5.07
Name.... SUB 16 Tag: Pre 25 Event: 25 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... Typelil 24hr Tag: Pre 25
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 25 year storm
Duration = 24.0000 hrs Rain Depth = 8,0500 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = - SUB 16 Pre 25
Tc = .8321 hrs
Drainage Area = 16.300 acres Runoff CN= 59
Computational Time Increment = .11095 hrs
Computed Peak Time - 12.6479 hrs
Computed Peak Flow 26.33 cfs
Time
Increment for HYG
File
.0500
hrs
Peak
Time, Interpolated
Output =
12.6500
hrs
Peak
Flow, Interpolated
Output =
26.30
cfs
DRAINAGE AREA
ID:SUB 16
CN = 59
Area 16.300 acres
S = 6.9492 in
0.25 1.3898 in
Cumulative Runoff
-------------------
3.2594 in
4.427 ac-ft
HYG Volume... 4.427 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .83210 hrs (ID: SUB 16)
Computational Incr, Tm .11095 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp 1.6698 (solved from K = .7491)
Unit peak, qp = 22.20 cfs
Unit peak time Tp = .55473 hrs
Unit receding limb, Tr = 2.21894 hrs
Total unit time, Tb = 2.77367 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B_32

Type.... Unit Hyd. Summary Page 5.08
Name.... SUB 16 Tag: Pre100 Event: 100 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeII1 24hr Tag: Pre100
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 10.0000 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = - SUB 16 Pre100
Tc = .8321 hrs
Drainage Area = 16.300 acres Runoff CN= 59
Computational Time Increment .11095 hrs
Computed Peak Time 12.5370 hrs
Computed Peak Flow 39.05 cfs
Time
Increment for HYG
File
.0500
hrs
Peak
Time, Interpolated
Output =
12.5500
hrs
Peak
Flow, Interpolated
Output =
39.03
cfs
DRAINAGE AREA
ID:SUB 16
CN = 59
Area = 16.300 acres
S = 6.9492 in
0.25 = 1.3898 in
Cumulative Runoff
-------------------
4.7647 in
6.472 ac-ft
HYG Volume... 6.472 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .83210 hrs (ID: SUB 16)
Computational Incr, Tm .11095 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp 1.6698 (solved from K .7491)
Unit peak, qp = 22.20 cfs
Unit peak time Tp = .55473 hrs
Unit receding limb, Tr = 2.21894 hrs
Total unit time, Tb = 2.77367 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix 8 8-33

J
Type.... Unit Hyd. Summary Page 5.09
Name.... SUB 18 Tag: Pre 2 Event: 2 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Pre 2
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 year storm
Duration = 24.0000 hrs Rain Depth - 4.5000 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = - SUB 18 Pre 2
Tc = .3726 hrs
Drainage Area = 30.900 acres Runoff CN= 79
J
Computational Time Increment = .04968 hrs
Computed Peak Time 12.2720 hrs
Computed Peak Flow = 54.31 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.2500 hrs
Peak Flow, Interpolated Output = 53.73 cfs
DRAINAGE AREA
ID: SUB 18
CN = 79
Area = 30.900 acres
S = 2.6582 in
0.25 = .5316 in
Cumulative Runoff
------7------------
2.3765 in
6.119 ac-ft
HYG Volume... 6.119 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc =
.37263
hrs (ID: SUB 18)
Computational Incr, Tm =
.04968
hrs = 0.20000 Tp
Unit Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K = 483.43/645.333, K =
.7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K .7491)
Unit peak, qP =
93.96
cfs
Unit peak time Tp =
.24842
hrs
Unit receding limb, Tr
.99368
hrs
Total unit time, Tb =
1.24211
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B-34

Type.... Unit Hyd. Summary Page 5.10
Name.... SUB 18 Tag: Pre 10 Event: 10 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Pre 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = - SUB 18 Pre 10
Tc = .3726 hrs
Drainage Area = 30.900 acres Runoff CN= 79
Computational Time Increment .04968 hrs
Computed Peak Time = 12.2720 hrs
Computed Peak Flow 104.14 cfs
Time
Increment for HYG
File =
.0500
hrs
Peak
Time,
Interpolated
Output =
12.2500
hrs
Peak
Flow,
Interpolated
Output =
103.50
cfs
DRAINAGE AREA
ID:SUB 18
CN = 79
Area = 30.900 acres
S = 2.6582 in
0.2S .5316 in
Cumulative Runoff
-------------------
4.5844 in
11.805 ac-ft
HYG Volume... 11.805 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .37263 hrs (ID: SUB 18)
Computational Incr, TM = .04968 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 93.96 cfs
Unit peak time Tp = .24842 hrs
Unit receding limb, Tr = .99368 hrs
Total unit time, Tb = 1.24211 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B-35

Type.... Unit Hyd. Summary Page 5.11
Name.... SUB 18 Tag: Pre 25 Event: 25 yr
jFile.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no I PRE-DEV.ppw
Storm... TypeTII 24hr Tag: Pre 25
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 25 year storm
Duration = 24.0000 hrs Rain Depth 8.0500 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = - SUB 18 Pre 25
Tc = .3726 hrs
Drainage Area = 30.900 acres Runoff CN= 79
Computational Time Increment - .01968 hrs
Computed Peak Time = 12.2720 hrs
Computed Peak Flow 125.45 cfs
Time Increment for HYG File .0500 hrs
Peak Time, Interpolated Output = 12.2500 hrs
Peak Flow, Interpolated Output = 124.81 cfs
DRAINAGE AREA
ID: SUB 18
CN 79
Area = 30.900 acres
S = 2.6582 in
0.25 = .5316 in
Cumulative Runoff
-------------------
5.5545 in
14.303 ac-ft
HYG Volume... 14.302 ac-ft (area under HYG curve)
a
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .37263 hrs (ID: SUB 18)
Computational Incr, Tm = .04968 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 93.96 cfs
Unit peak time Tp .24842 hrs
Unit receding limb, Tr = .99368 hrs
Total unit time, Tb = 1.24211 hrs
SIN- Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
t Appendix B 8-36

Type.... Unit Hyd. Summary Page 5.12
Name.... SUB 18 Tag: Pre100 Event: 100 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Pre100
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 10.0000 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = - SUB 18 Pre100
Tc = .3726 hrs
Drainage Area = 30.900 acres Runoff CN= 79
Computational Time Increment .04968 hrs
Computed Peak Time = 12.2720 hrs
Computed Peak Flow 165.10 cfs
Time
Increment for HYG
File =
.0500
hrs
Peak
Time, Interpolated
Output =
12.2500
hrs
Peak
Flow, Interpolated
Output =
164.49
cfs
DRAINAGE AREA
ID:SUB 18
CN = 79
Area = 30.900 acres
S = 2.6582 in
0.2S = .5316 in
Cumulative Runoff
-------------------
7.3928 in
19.037 ac-ft
HYG Volume... 19.036 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc =
.37263
hrs (ID: SUB 18)
Computational Incr, TM -
.04968
hrs = 0.20000 Tp
Unit Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K.= 483.43/645.333, K =
.7491
(also, K = 2/(l+(Tr/Tp))
Receding/Rising, Tr/Tp
1.6698
(solved from K = .7491)
Unit peak, qp
93.96
cfs
Unit peak time Tp =
.24842
hrs
Unit receding limb, Tr =
.99368
hrs
Total unit time, Tb =
1.24211
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B-37

0
Type.... Unit Hyd. Summary Page 5.13
Name.... SUB 19A Tag: Pre 2 Event: 2 yr
.File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Title... sub 19A
Storm... TypeIII 24hr Tag: Pre 2
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 year storm
Duration = 24.0000 hrs Rain Depth = 4.5000 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID - SUB 19A Pre 2
Tc = .9171 hrs
Drainage Area = 6.900 acres Runoff CN= 64
Computational Time Increment = .12229 hrs
Computed Peak Time = 12.7177 hrs
Computed Peak Flow = 3.84 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.7000 hrs
Peak Flow, Interpolated Output = 3.82 cfs
DRAINAGE AREA
-----------------
ID:SUB 19A
CN = 64
Area = 6.900 acres
S = 5.6250 in
0.25 = 1.1250 in
Cumulative Runoff
-------------------
1.2656 in
.728 ac-ft
HYG Volume... .728 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .91714 hrs (ID: SUB 19A)
Computational Incr, Tm = .12229 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 8.52 cfs
Unit peak time Tp = .61143 hrs
Unit receding limb, Tr = 2.44572 hrs
Total unit time, Tb = 3.05715 hrs
SIN:
Bentley PondPack (10.01.04.00)
3:02 PM
Appendix B
Bentley Systems, Inc.
7/21/2009
B-38

{
1
Type.... Unit Hyd. Summary Page 5.14
Name.... SUB 19A Tag: Pre 10 Event: 10 yr
File.... ,J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... 'TypelII 24hr Tag: Pre 10
A
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = - SUB 19A Pre 10
Tc = .9171 hrs
Drainage Area = 6.900 acres Runoff CN= 64
Computational Time Increment .12229 hrs
Computed Peak Time = 12.5955 hrs
Computed Peak Flow = 9.73 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.6000 hrs
Peak Flow, Interpolated Output = 9.73 cfs
DRAINAGE AREA
-------------------
ID:SUB 19A
CN = 64
Area = 6.900 acres
S = 5.6250 in
0.25 = 1.1250 in
Cumulative Runoff
-------------------
3.0014 in
1.726 ac-ft
HYG Volume... 1.726 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc .91714 hrs (ID: SUB 19A)
Computational Incr, Tm = .12229 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, CIP = 8.52 cfs
Unit peak time Tp = .61143 hrs
Unit receding limb, Tr = 2.44572 hrs
Total unit time, Tb = 3.05715 hrs
SIN:
Bentley PondPack (10.01.04.00) 3:02 PM
Appendix B
Bentley Systems, Inc.
7/21/2009
B-39

Type.... Unit Hyd. Summary Page 5.15
Name.... SUB 19A Tag: Pre 25 Event: 25 yr
I File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 .PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Pre 25
SCS UNIT HYDROGRAPH METHOD
1 STORM EVENT: 25 year storm
Duration = 24.0000 hrs Rain Depth = 8.0500 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
( Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = - SUB 19A Pre 25
Tc = .9171 hrs
Drainage Area = 6.900 acres Runoff CN= 64
------------------
Computational Time Increment = .12229 hrs
Computed Peak Time 12.5955 hrs
Computed Peak Flow = 12.55 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.6000 hrs
Peak Flow, Interpolated Output = 12.55 cfs
DRAINAGE AREA
ID:SUB 19A
CN = 64
Area = 6.900 acres
S = 5.6250 in
0.2S = 1.1250 in
Cumulative Runoff
-------------------
3.8212 in
2.197 ac-ft
HYG Volume... 2.197 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .91714 hrs (ID: SUB 19A)
Computational Incr, Tm = .12229 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 8.52 cfs
Unit peak time Tp .61143 hrs
Unit receding limb, Tr = 2.44572 hrs
Total unit time, Tb 3.05715 hrs
SIN:
Bentley PondPack (10.01.04.00)
:-
3:02 PM
Appendix B
Bentley Systems, Inc.
7/21/2009
B-40

Type.... Unit Hyd. Summary Page 5.16
Name.... SUB 19A Tag: Pre100 Event: 100 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no I PRE-DEV.ppw
Storm... Typelli 24hr Tag: Pre100
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 10.0000 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = - SUB 19A Pre100
Tc = .9171 hrs
Drainage Area = 6.900 acres Runoff CN= 64
Computational Time Increment = .12229 hrs
Computed Peak Time = 12.5955 hrs
Computed Peak Flow = 18.03 cfs
Time
Increment for HYG
File =
.0500
hrs
Peak
Time, Interpolated
Output =
12.6000
hrs
Peak
Flow, Interpolated
Output =
18.02
cfs
DRAINAGE AREA
ID: SUB 19A
CN = 64
Area 6.900 acres
S = 5.6250 in
0.25 1.1250 in
Cumulative Runoff
-------------------
5.4321 in
3.123 ac-ft
HYG Volume... 3.124 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc .91714 hrs (ID: SUB 19A)
Computational Incr, Tm .12229 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qP = 8.52 cfs
Unit peak time Tp = .61143 hrs
Unit receding limb, Tr = 2.44572 hrs
Total unit time, Tb = 3.05715 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B-41

Type.... Node: Addition Summary Page 6.01
flame.... OUT 60 Event: 2 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Pre 2
SUMMARY
FOR HYDROGRAPH ADDITION
at Node:
OUT 60
HYG Directory: J:\3301
(Wilmington)\0903
SW Phase
II\Pond Pack\
Upstream Link ID
--------------------------------------------------------------------------
Upstream
-----------------------------------------
Node ID HYG
file
HYG ID
HYG tag
A 450
J 40
J 40
Pre 2
INFLOWS TO: OUT
60
----------------------------------------
Volume
Peak Time
Peak Flow
HYG file HYG
--------------------------------------------------------------------------
ID
HYG tag
ac-ft
hrs
cfs
J
40
Pre 2
9.825
12.3000
62.72
TOTAL FLOW INTO:
OUT 60
----------------------------------------
Volume
Peak Time
Peak Flow
HYG file HYG
--------------------------------------------------------------------------
ID
HYG tag
ac-ft
hrs
cfs
OUT
60
Pre 2
9.825
12.3000
62.72
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B-42

Type.... Node: Addition Summary Page 6.02
Name.... OUT 60 Event: 2 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Pre 2
TOTAL NODE INFLOW...
HYG file =
HYG ID = OUT 60
HYG Tag = Pre 2
-----------------------------------
Peak Discharge = 62.72 cfs
Time to Peak = 12.3000 hrs
HYG Volume = 9.825 ac-ft
-----------------------------------
HYDROGRAPH
ORDINATES
(cfs)
Time
Output Time
increment
= .0500 hrs
hrs
---------I-----------------------------------------------------
Time on
left represents
time for
first value in
each row.
8.2500 1
.00
.00
.01
.01
.02
8.5000 I
.04
.05
.07
.09
.11
8.7500 1
.14
.16
.19
.21
.24
9.0000 I
.27
.30
.33
.36
.40
9.2500 I
.43
.47
.50
.54
.58
9.5000
.62
.66
.70
.75
.79
9.7500
.84
.88
.93
.98
1.03
10.0000 1
1.08
1.13
1.18
1.24
1.30
10.2500 1
1.36
1.43
1.50
1.58
1.66
10.5000 I
1.74
1.82
1.91
2.00
2.10
10.7500 I
2.19
2.29
2.39
2.50
2.60
11.0000 I
2.71
2.83
2.95
3.09
3.25
11.2500 1
3.44
3.66
3.91
4.18
4.48
11.5000 1
4.81
5.20
5.71
6.44
7.49
11.7500 1
8.94
10.86
13.28
16.31
20.24
12.0000 1
25.67
32.84
41.26
49.88
56.81
12.2500 1
61.24
62.72
61.93
59.80
57.04
12.5000 1
54.00
50.83
47.61
44.32
41.11
12.7500 1
38.33
35.62
33.34
31.29
29.35
13.0000 I
27.62
26.00
24.48
23.10
21.82
13.2500 1
20.71
19.69
18.82
18.03
17.32
13.5000 1
16.70
16.10
15.58
15.10
14.64
13.7500
14.23
13.84
13.47
13.13
12.79
14.0000
12.48
12.18
11.89
11.62
11.36
14.2500
11.12
10.90
10.70
10.51
10.33
14.5000 I
10.16
9.99
9.84
9.69
9.54
14.7500 I
9.40
9.27
9.14
9.01
8.89
15.0000 1
8.77
8.64
8.53
8.41
8.29
15.2500 I
8.18
8.06
7.95
7.84
7.73
15.5000 I
7.62
7.50
7.39
7.28
7.17
15.7500 I
7.06
6.95
6.84
6.73
6.62
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B-43

Type.... Node: Addition Summary Page 6.03
Name.... OUT 60 Event: 2 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Pre 2
HYDROGRAPH
ORDINATES
(cfs)
Time I
Output Time
increment
= .0500 hrs
hrs I
--------- I --------------------------------------------------------------
Time on
left represents time for
first value
in each row.
16.0000 I
6.51
6.40
6.29
6.18
6.08
16.2500 I
5.98
5.89
5.81
5.72
5.65
16.5000 I
5.57
5.50
5.44
5.37
5.31
16.7500 1
5.24
5.18
5.13
5.07
5.01
17.0000
4.96
4.90
4.85
4.79
4.74
17.2500 1
4.69
4.64
4.58
4.53
4.48
17.5000 1
4.43
4.38
4.33
4.28
4.22
17.7500 1
4.17
4.12
4.07
4.02
3.97
18.0000
3.92
3.87
3.82
3.77
3.72
18.2500 I
3.68
3.64
3.60
3.57
3.54
18.5000 1
3.51
3.48
3.46
3.43
3.41
18.7500 1
3.39
3.37
3.34
3.33
3.31
19.0000 I
3.29
3.27
3.25
3.23
3.22
19.2500 I
3.20
3.18
3.17
3.15
3.14
19.5000
3.12
3.10
3.09
3.07
3.06
19.7500
3.04
3.03
3.01
3.00
2.98
20.0000 1
2.97
2.95
2.94
2.92
2.91
20.2500 1
2.89
2.88
2.86
2.85
2.84
20.5000 1
2.83
2.81
2.80
2.79
2.78
20.7500 1
2.76
2.75
2.74
2.73
2.71
21.0000 I
2.70
2.69
2.68
2.67
2.66
21.2500 I
2.65
2.63
2.62
2.61
2.60
21.5000 I
2.59
2.58
2.56
2.55
2.54
21.7500 I
2.53
2.52
2.51
2.50
2..48
22.0000 1
2.47
2.46
2.45
2.44
2.43
22.2500 I
2.41
2.40
2.39
2.38
2.37
22.5000 I
2.35
2.34
2.33
2.32
2.31
22.7500 I
2.30
2.29
2.27
2.26
2.25
23.0000 I
2.24
2.23
2.21
2.20
2.19
23.2500 1
2.18
2.17
2.15
2.14
2.13
23.5000 I
2.12
2.11
2.10
2.09
2.07
23.7500 I
2.06
2.05
2.04
2.02
2.01
24.0000 I
2.00
1.97
1.90
1.7B
1.61
24.2500 I
1.43
1.25
1.09
.96
.85
24.5000 I
.75
.66
.58
.51
.45
24.7500 I
.39
.34
.30
.26
.23
25.0000
.20
.17
.15
.13
.12
25.2500
.10
.09
.08
.07
.06
25.5000 I
.05
.05
.04
.04
.03
25.7500 I
.03
.02
.02
.02
.02
26.0000 1
.01
.01
.01
.01
.01
26.2500 I
.01
.01
.00
.00
_00
26.5000 I
.00
.00
.00
.00
.00
26.7500 I
.00
.00
SIN:
Bentley PondPack (10.01.04.00) 3:02 PM
Appendix B
Bentley Systems, Inc.
7/21/2009
B-44

Type.... Node: Addition Summary Page 6.04
Name.... OUT 60 Event: 10 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Pre 10
SUMMARY FOR HYDROGRAPH ADDITION
at Node: OUT 60
HYG Directory: J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Upstream Link ID Upstream Node ID HYG file HYG ID HYG tag
--------------------------------------------------------------------------
A 450 J 40 J 40 Pre 10
INFLOWS TO: OUT 60
------------------------------------g--- Volume Peak Time Peak Flow
HYG file HYG ID HYG to ac-ft hrs cfs
--------------------------------------------------------------------------
J 40 Pre 10 21.043 12.3000 134.15
TOTAL FLOW INTO: OUT 60
---------------------------------------- Volume Peak Time Peak Flow
HYG file HYG iD HYG tag ac-ft hrs cfs
1
�------------------------------------------------------- -------------------
OUT 60 Pre 10 21.043 12.3000 134.15
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B-45

Type.... Node: Addition Summary
Page 6.05
Name.... OUT 60 Event: 10 yr
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypelI3 24hr Tag: Pre 10
TOTAL NODE INFLOW...
HYG file =
HYG ID = OUT 60
HYG Tag = Pre 10
-----------------------------------
Peak Discharge = 134.15 cfs
Time to Peak = 12.3000 hrs
HYG Volume = 21.043 ac-ft
-----------------------------------
HYDROGRAPH
ORDINATES
(cfs)
Time I
Output Time
increment
= .0500 hrs
hrs I
---------I-----------------------------------------
Time on
left represents
time for
first value
in each row.
6.3000 f
.00
.00
.00
---------------------
.01
.02
6.5500
.03
.04
.05
.07
.09
6.8000 I
.11
.13
.15
.17
.19
7.0500 1
.21
.24
.26
.29
.31
7.3000 I
.34
.36
.39
.42
.45
7.5500 I
.48
.51
.54
.57
.60
7.8000 I
.63
.67
.70
.74
.77
8.0500
.81
.84
.88
.92
.97
8.3000
1.01
1.06
1.11
1.16
1.22
8.5500 i
1.28
1.34
1.40
1.46
1.53
8.8000 1
1.60
1.66
1.73
1.81
1.88
9.0500 1
1.96
2.03
2.11
2.19
2.28
9.3000 1
2.36
2.44
2.53
2.62
2.71
9.5500 1
2.80
2.90
2.99
3.09
3.19
9.8000 I
3.29
3.40
3.50
3.61
3.73
10.0500 1
3.84
3.97
4.10
4.24
4.39
10.3000
4.56
4.74
4.93
5.13
5.34
10.5500
5.57
5.80
6.05
6.30
6.57
10.8000
6.85
7.13
7.43
7.73
8.05
11.0500
8.38
8.74
9.14
9.60
10.12
11.3000 1
10.73
11.40
12.14
12.95
13.82
11.5500 1
14.85
16.17
17.95
20.50
23.90
11.8000 I
28.31
33.79
40.50
48.98
60.36
12.0500 I
75.03
91.85
108.89
122.45
131.08
12.3000 1
134.15
132.85
128.90
123.81
118.01
12.5500 I
111.86
105.52
98.90
92.21
86.33
12.8000 I
80.35
75.15
70.38
65.79
61.62
13.0500 I
57.74
54.06
50.74
47.67
44.98
13.3000 1
42.48
40.37
38.44
36.68
35.16
13.5500 I
33.70
32.44
31.25
30.15
29.17
13.6000 I
28.24
27.36
26.57
25.80
25.08
SIN:
Bentley PondPack (10.01.04.00) 3:02 PM
Appendix B
Bentley Systems, Inc.
7/21/2009

Type....
Name....
File....
Storm...
Node: Addition Summary
Page 6.06
OUT 60 Event: 10 yr
J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Typelil 24hr Tag: Pre 10
HYDROGRAPH
ORDINATES
(cfs)
Time I
Output Time
increment
= .0500 hrs
hrs I
--------- I --------------------------------------------------------------
Time on
left represents
time for
first value in
each row.
14.0500 1
24.41
23.76
23.16
22.59
22.06
14.3000 1
21.58
21.12
20.70
20.30
19.92
14.5500 1
19.56
19.23
18.89
18.59
18.29
14.8000 1
18.00
17.73
17.46
17.20
16.94
15.0500 1
16.69
16.45
16.21
15.97
15.74
15.3000 1
15.51
15.28
15.05
14.83
14.61
15.5500 1
14.39
14.17
13.95
13.74
13.52
15.8000 1
13.30
13.08
12.87
12.65
12.43
16.0500 1
12.22
12.01
11.80
11.60
11.41
16.3000 1
11.23
11.06
10.90
10.75
10.60
16.5500 1
10.46
10.33
10.20
10.07
9.95
16.8000 1
9.83
9.72
9.60
9.49
9.38
17.0500 1
9.28
9.17
9.07
8.96
8.86
17.3000 1
8.76
8.66
8.56
8.46
8.36
17.5500 1
8.26
8.16
8.07
7.97
7.87
17.8000 1
7.77
7.67
7.58
7.48
7.38
18.0500 1
7.28
7.19
7.10
7.01
6.93
18.3000 1
6.85
6.78
6.71
6.65
6.59
18.5500 1
6.54
6.49
6.44
6.39
6.35
18.8000
6.31
6.27
6.23
6.19
6.15
19.0500
6.12
6.08
6.05
6.02
5.99
19.3000 1
5.95
5.92
5.89
5.86
5.83
19.5500 1
5.80
5.77
5.74
5.71
5.68
19.8000 1
5.65
5.62
5.59
5.56
5.53
20.0500 1
5.50
5.47
5.44
5.42
5.39
20.3000 1
5.36
5.34
5.31
5.29
5.26
20.5500 1
5.24
5.21
5.19
5.16
5.14
20.8000 1
5.12
5.09
5.07
05
5.03
21.0500 1
5.00
4.98
4.96
4.94
4.92
21.3000 1
4.89
4.87
4.85
4.83
4.81
21.5500 1
4.78
4.76
4.74
4.72
4.69
21.8000 1
4.67
4.65
4.63
4.61
4.59
22.0500 I
4.56
4.54
4.52
4.50
4.48
22.3000 1
4.45
4.43
4.41
4.39
4.36
22.5500
4.34
4.32
4.30
4.28
4.26
22.8000
4.23
4.21
4.19
4.17
4.14
23.0500
4.12
4.10
4.08
4.05
4.03
23.3000 1
4.01
3.99
3.97
3.94
3.92
23.5500 1
3.90
3.88
3.86
3.83
3.81
23.8000 1
3.79
3.77
3.74
3.72
3.69
24.0500 1
3.63
3.52
3.31
3.02
2.70
24.3000 I
2.39
2.10
1.86
1.65
1.47
24.5500
1.30
1.16
1.02
.90
.79
24.8000 1
.69
.60
.52
.45
.40
25.0500 1
.35
.30
.26
.23
.20
SIN:
Bentley PondPack (10.01.04.00) 3:02 PM
Appendix B
Bentley Systems, Inc.
7/21/2009
B-47

i
Type.... Node: Addition Summary Page 6.07
Name.... OUT 60 Event: 10 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Pre 10
HYDROGRAPH ORDINATES
(cfs)
Time I
Output Time
increment
= .0500 hrs
hrs I
---------I--------------------------------------------------------------
Time on
left represents
time for
first value in
each row.
25.3000
.18
.16
.14
.12
.10
25.5500 I
.09
.08
.07
.06
.05
25.8000 I
.05
.04
.04
.03
.03
26.0500 I
.02
.02
.02
.02
.01
26.3000 I
.01
.01
.01
.01
.00
26.5500 I
.00
.00
.00
.00
.00
26.8000 I
.00
.00
.00
.00
SIN:
Bentley PondPack (10.01.04.00) 3:02 PM
Appendix B
Bentley Systems, Inc.
7/21/2009
B-48

Type.... Node: Addition Summary Page 6.08
Name.... OUT 60 Event: 25 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Pre 25
SUMMARY
FOR HYDROGRAPH ADDITION
at Node:
OUT 60
HYG Directory: J:\3301
(Wilmington)\0903
SW Phase
II\Pond Pack\
Upstream Link ID
-------- ----- ----=
Upstream
-------- -----
Node ID HYG
---------
file
----- -------------------------
HYG ID
HYG tag
A 450
J 40
J 40
----
Pre 25
1
INFLOWS TO: OUT
60
----------------------------------------
Volume
Peak Time
Peak Flow
HYG file HYG
--------------------------------------------------------------------------
ID
HYG tag
ac-ft
hrs
cfs
J 40
Pre 25
26.200
12.3000
166.22
TOTAL FLOW INTO:
OUT 60
----------------------------------------
Volume
Peak Time
Peak Flow
HYG file HYG
--------------------------------------------------------------------------
ID
HYG tag
ac-ft
hrs
cfs
OUT
60
Pre 25
26.200
12.3000
166.22
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B-49

Type.... Node: Addition Summary Page 6.09
Name.... OUT 60 Event: 25 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no I PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Pre 25
TOTAL NODE INFLOW...
HYG file =
HYG ID = OUT 60
HYG Tag = Pre 25
-----------------------------------
Peak Discharge = 166.22 cfs
Time to Peak = 12.3000 hrs
HYG Volume ' = 26.200 ac-ft
-----------------------------------
HYDROGRAPH
ORDINATES
(cfs)
Time
Output Time
increment
= .0500 hrs
hrs I
--------- I -------------------------------------------------------------
Time on
left represents
time for
first value
in each row.
5.7000 I
.00
.00
.01
.01
.02
5.9500 I
.03
.04
.06
.07
.09
6.2000 I
.11
.13
.15
.17
.19
6.4500 1
.21
.24
.26
.28
.31
6.7000
.34
.36
.39
.42
.45
6.9500
.48
.51
.54
.57
.61
7.2000
.64
.67
.71
.74
.78
7.4500 I
.82
.86
.89
.93
.97
7.7000 I
1.01
1.06
1.10
1.14
1.18
7.9500 I
1.23
1.27
1.32
1.37
1.42
8.2000
1.47
1.53
1.59
1.65
1.72
8.4500 I
1.79
1.86
1.94
2.01
2.10
8.7000 1
2.18
2.26
2.35
2.44
2.53
8.9500 I
2.62
2.72
2.81
2.91
3.01
9.2000 I
3.12
22
3.33
3.44
3.56
9.4500 I
3.68
3.80
3.92
4.05
4.18
9.7000 I
4.32
4.46
4.61
4.76
4.91
9.9500
5.08
5.24
5.42
5.60
5.80
10.2000 I
6.01
6.24
6.48
6.75
7.03
10.4500 1
7.32
7.63
7.94
8.27
8.61
10.7000 I
8.97
9.33
9.70
10.08
10.47
10.9500
10.87
11.28
11.72
12.18
12.69
11.2000
13.28
13.95
14.72
15.58
16.51
11.4500
17.54
18.65
19.95
21.61
23.85
11.7000
27.07
31.32
36.84
43.66
52.01
11.9500
62.48
76.47
94.40
114.87
135.56
12.2000 I
151.98
162.44
166.22
164.73
160.03
12.4500 I
153.94
146.97
139.52
131.81
123.71
12.7000 I
115.47
108.18
100.72
94.17
88.14
12.9500 I
82.32
77.03
72.09
67.43
63.20
13.2000 I
59.30
55.89
52.70
50.02
47.55
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B_50

Type.... Node: Addition Summary
Page 6.10
Name.... OUT 60 Event: 25 yr
File.... J:0301 {Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... Type111 24hr Tag: Pre 25
HYDROGRAPH
ORDINATES
(cfs)
Time 1
Output Time
increment
= .0500 hrs
hrs I
--------- I --------------------------------------------------------------
Time on left represents time for
first value
in each row.
13.4500
45.31
43.38
41.52
39.91
38.40
13.7000
37.00
35.76
34.59
33.48
32.48
13.9500 I
31.51
30.61
29.76
28.95
28.20
14.2000 1
27.49
26.83
26.23
25.66
25.13
14.4500 I
24.64
24.16
23.72
23.30
22.88
14.7000 I
22.51
22.13
21.78
21.44
21.11
14.9500
20.79
20.47
20.17
19.87
19.57
15.2000
19.28
19.00
18.72
18.44
18.17
15.4500 1
17.89
17.62
17.36
17.09
16.83
15.7000
16.56
16.30
16.04
15.77
15.51
15.9500 I
15.25
14.99
14.72
14.47
14.22
16.2000 1
13.98
13.75
13.53
13.32
13.13
16.4500 I
12.94
12.76
12.59
12.43
12.27
16.7000 I
12.12
11.97
11.83
11.69
11.55
16.9500 1
11.41
11.28
11.15
11.03
10.90
17.2000 I
10.78
10.65
10.53
10.41
10.29
17.4500 f
10.17
10.05
9.93
9.81
9.69
17.7000
9.57
9.45
9.34
9.22
9.10
17.9500 I
8.98
8.87
8.75
8.63
8.52
18.2000 I
8.41
8.32
8.22
8.14
8.06
18.4500 1
7.98
7.91
7.85
7.79
7.73
18.7000 I
7.67
7.62
7.57
7.52
7.47
18.9500 I
7.42
7.38
7.34
7.30
7.26
19.2000 1
7.22
7.18
7.14
7.10
7.06
19.4500 I
7.02
6.99
6.95
6.91
6.88
19.7000 1
6.84
6.81
6.77
6.73
6.70
19.9500 I
6.66
6.63
6.59
6.56
6.52
20.2000 1
6.49
6.46
6.42
6.39
6.36
20.4500 1
6.33
6.30
6.27
6.24
6.21
20.7000 I
6.19
6.16
6.13
6.10
6.07
20.9500 I
6.04
6.02
5.99
5.97
5.94
21.2000 I
5.91
5.89
5.86
5.83
5.81
21.4500
5.78
5.75
5.72
5.70
5.67
21.7000
5.64
5.62
5.59
5.57
5.54
21.9500
5.51
5.49
5.46
5.43
5.41
22.2000 1
5.38
5.36
5.33
5.30
5.27
22.4500 1
5.25
5.22
5.19
5.17
5.14
22.7000 I
5.12
5.09
5.06
5.04
5.01
22.9500 1
4.98
4.96
4.93
4.90
4.88
23.2000 1
4.85
4.82
4.79
4.77
4.74
23.4500
4.72
4.69
4.66
4.64
4.61
23.7000
4.58
4.56
4.53
4.50
4.48
23.9500
4.45
4.41
4.35
4.21
3.96
24.2000
3.62
3.24
2.88
2.53
2.25
24.4500 I
2.00
1.78
1.58
1.40
1.24
SIN:
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Appendix B
Bentley Systems, Inc.
7/21/2009
B-51

Type.... Node: Addition Summary
Page 6.11
Name.... OUT 60 Event: 25 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Pre 25
HYDROGRAPH ORDINATES
(cfs)
Time I
Output Time
increment
= .0500 hrs
hrs I
---------I--------------------------------------------------------------
Time on
left represents
time for
first value
in each row.
24.7000 I
1.09
.95
.83
.73
.64
24.9500 I
.55
.48
.42
.36
.32
25.2000 I
.28
.25
.22
.19
.17
25.4500 I
.15
.13
.11
.10
.09
25.7000 I
.08
.07
.06
.05
.04
25.9500 I
.04
.03
.03
.03
.02
26.2000 I
.02
.02
.01
.01
.01
26.4500 I
.01
.01
.01
.00
.00
26.7000 I
.00
.00
.00
.00
.00
26.9500 I
00
.00
SIN :
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Appendix B
Bentley Systems, Inc.
7/21/2009
B-52

Type.... Node: Addition Summary Page 6.12
Name.... OUT 60 Event: 100 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Pre100
SUMMARY FOR HYDROGRAPH ADDITION
at Node: OUT 60
HYG Directory: J:\3301. (W.i.l_mington)\0903 SW Phase II\Pond Pack\
Upstream Link ID
--------------------------------------------------------------------------
Upstream
Node ID HYG
file
HYG ID
HYG tag
A 450
J 40
J 40
Pre100
INFLOWS TO:
OUT
60
----------------------------------------
Volume
Peak Time
Peak Flow
HYG file
--------------------------------------------------------------------------
HYG
ID
HYG tag
ac-ft
hrs
cfs
J 40
Pre100
36.208
12.3000
227.47
TOTAL FLOW
INTO:
OUT 60
----------------------------------------
Volume
Peak Time
Peak Flow
} HYG file
HYG
ID
HYG tag
ac-ft
hrs
cfs
i--------------------------------------------------------------------------
!
OUT
60
Pre100
36.208
12.3000
227.47
SIN: Bentley Systems, Inc.
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Appendix B B-53

0
Type.... Node: Addition Summary Page 6.13
Name.... OUT 60 Event: 100 yr
File.... J:\3301 {Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeII1 24hr Tag: Pre100
TOTAL NODE INFLOW...
HYG file =
HYG ID = OUT 60
HYG Tag = Pre100
-----------------------------------
Peak Discharge = 227.47 cfs
Time to Peak = 12.3000 hrs
HYG Volume = 36.208 ac-ft
-----------------------------------
HYDROGRAPH
ORDINATES
(cfs)
Time I
Output Time
increment
= .0500 hrs
hrs j
---------I-----------------------------------------------------
Time on
left represents
time for
first value
in each row.
4.8000 I
.00
.00
.00
.01
.02
5.0500 I
.03
.05
.06
.08
.11
5.3000 I
.13
.15
.17
.20
.22
5.5500 I
.25
.27
.30
.32
.35
5.8000 I
.37
.40
.43
.45
.48
6.0500 I
.51
.53
.56
.5.9
.62
6.3000 I
.65
.69
.72
.76
.79
6.5500 I
.83
.87
.91
.95
6.8000
1.04
1.08
1.13
1.17
.99
1.22
7.0500 I
1.27
1.32
1.37
1.42
1.47
7.3000
1.52
1.58
1.63
1.68
1.74
7.5500 1
1.80
1.85
1.91
1.97
2.03
7.8000
2.09
2.16
2.22
2.28
2.35
8.0500
2.41
2.48
2.55
2.63
2.71
8.3000 I
2.80
2.89
3.00
3.10
3.22
8.5500 I
3.33
3.45
3.58
3.71
J.84
8.8000 I
3.98
4.12
4.27
4.43
4.59
9.0500
4.75
4.92
5.10
5.28
5.47
9.3000
5.67
5.87
6.08
6.30
6.52
9.5500 1
6.75
6.99
7.23
7.48
7.74
9.8000 1
8.00
8.26
8.53
8.81
9.09
10.0500 1
9.38
9.68
9.99
10.32
10.67
10.3000 I
11.04
11.44
11.86
12.29
12.75
10.5500 I
13.21
13.69
14.19
14.70
15.22
10.8000 1
15.75
16.29
16.85
17.42
18.00
11.0500 1
18.62
19.27
19.99
20.81
21.76
11.3000 I
22.84
24.04
25.35
26.79
28.35
11.5500 I
30.17
32.51
35.62
40.11
46.00
11.8000 I
53.62
63.02
74.46
88.72
107.64
12.0500 I
131.72
159.04
186.58
208.40
222.31
12.3000 I
227.47
225.67
219.57
211.67
202.50
SIN:
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Appendix B
Bentley Systems, Inc.
7/21/2009
B-54

Type.... Node: Addition Summary Page 6.14
Name.... OUT 60 Event: 100 yr
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pend Pack\EDDB no 1 PRE-DEv.ppw
Storm... TypeIII 24hr Tag: Prei00
HYDROGRAPH
ORDINATES
(cfs)
Time
Output Time
increment
= .0500 hrs
hrs I
--------- I--------------------------------------------------------
Time on
left represents
time for
first value
in each row.
12.5500 I
192.60
182.30
171.38
160.17
150.19
12.8000 I
139.86
130.71
122.25
114.05
106.56
13.0500 I
99.60
93.00
87.03
81.52
76.71
13.3000
72.20
68.41
64.91
61.72
58.98
13.5500
56.35
54.07
51.94
49.96
48.22
13.8000 1
46.58
45.02
43.63
42.27
41.02
14.0500 1
39.85
38.71
37.69
36.71
35.80
14.3000 1
34.97
34.19
33.45
32.77
32.12
14.5500 I
31.51
30.93
30.36
29.85
29.34
14,8000 I
28.85
28.39
27.94
27.51
27.09
15.0500 I
26.67
26.27
25.87
25.48
25.10
15.3000
24.72
24.35
23.98
23.62
23.26
15.5500 I
22.90
22.55
22.19
21.84
21.49
15.8000 1
21.14
20.79
20.45
20.10
19.75
16.0500 I
19.40
19.06
18.73
18.41
18.11
16.3000 I
17.82
17.54
17.26
17.04
16.80
16.5500 I
16.57
16.36
16.14
15.94
15.74
16.8000
15.55
15.36
15.18
15.00
14.83
17.0500 I
14.66
14.49
14.32
14.16
13.99
17.3000 (
13.83
13.67
13.51
13.35
13.19
17.5500 1
13.03
12.88
12.72
12.56
12.41
17.8000 1
12.25
12.10
11.94
11.79
11.63
18.0500
11.48
11.33
11.18
11.04
10.91
18.3000
10.78
.10.67
10.57
10.47
10.38
18.5500 I
10.29
10.20
10.13
10.05
9.98
18.8000
9.91
9.85
9.78
9.72
9.66
19.0500 I
9.61
9.55
9.50
9.45
9.39
19.3000 I
9.34
9.2.9
9.24
9.19
9.14
19.5500
9.09
9.05
9.00
8.95
8.90
19.8000
8.86
8.81
8.76
8.72
8,67
20.0500
8.62
8.58
8.53
8.49
8.44
20.3000 I
8.40
8.36
8.32
8.28
8.24
20.5500 I
8.20
8.16
8.12
8.08
8.05
20.8000 I
8.01
7.97
7.93
7.90
7.86
21.0500 I
7.83
7.79
7.76
7.72
7.69
21.3000 I
7.65
7.62
7.58
7.55
7.51
21.5500 I
7.48
7.44
7.41
7.37
7.34
21.8000 I
7.30
7.27
7.24
7.20
7.17
22.0500 I
7.13
7.10
7.06
7.03
6.99
22.3000 I
6.96
6.92
6.88
6.85
6.81
22.5500 I
6.78
6.75
6.71
6.68
6.64
22.8000 I
6.61
6.57
6.54
6.50
6.47
23.0500
6.43
6.40
6.36
6.33
6.29
23.3000 I
6.26
6.22
6.19
6.15
6.12
23.5500 I
6.09
6.05
6.01
5.98
5.94
SIN:
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Appendix B
Bentley Systems, Inc.
7/21/2009
B-55

Type.... Node: Addition summary Page 6.15
Name.... OUT 60 Event: 100 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\EDDB no 1 PRE-DEV.ppw
Storm... TypeIII 24hr Tag: Pre100
HYDROGRAPH ORDINATES
(cfs)
Time I
Output Time
increment
= .0500 hrs
hrs I
---------I--------------------------------------------------------------
Time on
left represents
time for
first value in
each row.
23.8000 I
5.91
5.87
5.84
5.80
5.76
24.0500 I
5.67
5.49
5.17
4.73
4.25
24.3000 I
3.78
3.34
2.97
2.65
2.36
24.5500 I
2.10
1.86
1.65
1.45
1.27
24.8000 I
1.11
.97
.85
.73
.64
25.0500 I
.56
.49
.43
.37
.33
25.3000 I
.29
.25
.22
.19
.17
25.5500 I
.15
.13
.11
.10
.09
25.8000
.08
.07
.06
.05
.04
26.0500
.04
.03
.03
.03
.02
26.3000 1
.02
.02
.01
.01
.01
26.5500
.01
.01
.00
.00
.00
26.8000
.00
.00
.00
.00
.00
27.0500 I
.00
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:02 PM 7/21/2009
Appendix B B-56

Appendix A
Index of Startinq Page Numbers for ID Names
i OUT 60 Pre 2... 6.01, 6.04, 6.08,
1! 6.12
----- S -----
SUB 15... 3.01, 4.01, 5.01, 5.02,
5.03, 5.04
SUB 16... 3.03, 4.02, 5.05, 5.06,
5.07, 5.08
SUB 18... 3.05, 4.03, 5.09, 5.10,
5.11, 5.12
SUB 19A... 3.07, 4.04, 5.13, 5.14,
5.15, 5.16, 1.01, 1.02, 1.03,
1.04
SIN:
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Appendix B
A-1
Bentley Systems, Inc.
7/21/2009
B-57
-

Phase II
Proposed Conditions
Phase II
114 Acres
CN=92
Tc = 1.8341 hours
85% Impervious
tea%
'0 r2o
6ac
M.
Phase 1
150 Acres
CN=85
SCS UH 10
Tc = 1.03 hours
65% Impervious
D
N
O
1�
Out 10
SCS UH 20
Basin By-pass Area
21.6 Acres
CN=87
Tc = 0.37 hours
Appendix B
B-58

Job File: J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\PHASE II + I POST.PPW
Rain Dir: J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
JOB TITLE
Project Date: 7/21/2009
Project Engineer: Eric Stumph
Project Title: Stormwater Management - Phase II
Project Comments:
Wilmington International Airport
Extended Dry Detention Basin 1
Phase II
3301-0903
Phase II (proposed) +
Phase I (existing)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-59

Table of Contents
Table of Contents
.
*************** NETWORK SUMMARIES (DETAILED) ***************
Watershed.......
Dev 2
Executive
Summary
(Nodes) ..........
1.01
Watershed.......
Dev 10
Executive
Summary
(Nodes) ..........
1.02
Watershed.......
Dev 25
Executive
Summary
(Nodes) ..........
1.03
Watershed.......
Dev100
Executive
Summary
(Nodes) ..........
1.04
****************** DESIGN STORMS SUMMARY *******************
NHC............. Dev 2
Design Storms 2.01
********************** TC CALCULATIONS *********************
PHASE II........ Tc Calcs 3.01
SCS UH 10...... Tc Calcs ........................... 3.03
SCS UH 20...... Tc Calcs ........................... 3.06
********************** CN CALCULATIONS *********************
PHASE II........ Runoff CN-Area ..................... 4.01
SCS UH 10...... Runoff CN-Area ..................... 4.02
SCS UH 20...... Runoff CN-Area ..................... 4.03
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Appendix B B_60

Table of Contents
Table of Contents (continued)
ii
******************** RUNOFF HYDROGRAPHS ********************
PHASE
II........
Dev 2
Unit Hyd..Summary
..................
5.01
PHASE
II........
Dev 10
Unit Hyd.
Summary ..................
5.02
PHASE
I2........
Dev 25
Unit Hyd.
Summary ..................
5.03
PHASE
II...,....
Dev100
Unit Hyd.
Summary ..................
5.04
SCS UH
10......
Dev 2
Unit Hyd.
Summary ..................
5.05
SCS UH
10......
Dev 10
Unit Hyd.
Summary ..................
5.06
SCS UH
10......
Dev 25
Unit Hyd.
Summary ..................
5.07
SCS UH
10......
Dev1_00
Unit Hyd.
Summary ..................
5.08
SCS UH
20......
Dev 2
Unit. Hyd.
Summary ..................
5.09
SCS UH
20......
Dev 10
Unit Hyd.
Summary ..................
5.10
SCS UH
20......
Dev 25
Unit Hyd.
Summary ..................
5.11
SCS UH
20......
Dev100
Unit Hyd.
Summary ..................
5.12
*********************** POND VOLUMES ***********************
P 10........... Vol: Elev-Area ..................... 6.01
SIN: Bentley Systems, Inc.
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Appendix B B_61

Table of Contents
Table of Contents (continued)
iii
******************** OUTLET STRUCTURES *********************
PR 30 Rv 1.6 wid Outlet Input Data .................. 7.01
Individual Outlet Curves ........... 7.05
Composite Rating Curve ............. 7.25
*********************** POND ROUTING ***********************
P 10...........
Pond E-V-4 Table ...................
8.01
P 10
OUT
Dev 2
Pond Routing
Summary ...............
8.05
P 10
OUT
Dev 10
Pond Routinq
Summary ...............
8.06
P 10
OUT
Dev 25
Pond Routing
Summary ...............
8.07
P 10
OUT
Dev100
Pond Routing
Summary ...............
8.08
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-62

Type.... Executive Summary (Nodes) Page 1.01
Name.... Watershed Event: 2 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... TypeIII 24hr Tag: Dev 2
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC
Storm Tag Name
--------------------------------------------------------------------
= Dev 2
Data Type, File, ID
= Synthetic Storm
TypeIII
24hr
Storm Frequency
= 2 yr
Total Rainfall Depth= 4.5000
in
Duration Multiplier
= 1
Resulting Duration
= 24.0000
hrs
Resulting Start Time= .0000 hrs Step=
.1000 hrs
End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
-----------------
Type
--------------
ac-ft Trun. hrs
cfs ft
MH-7
JCT
--
34.221
---------
13.2000
-----------------
124.53
Outfall OUT 10
JCT
76.163
15.6500
54.82
P 10 IN
POND
70.585
12.8000
281.72
P 10 OUT
POND
70.585
15.8500
51.92 14.70
PHASE II
AREA
34.221
13.2000
124.53
SCS UH 10
AREA
36.364
12.6500
195.07
SCS UH 20
AREA
5.578
12.2500
48.69
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Appendix B B-63

Type .... Executive Summary (Nodes) Page 1.02
Name.... Watershed Event: 10 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... TypeIII 24hr Tag; Dev 10
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC
Storm Tag Name = Dev 10
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1 .
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak
Node ID
-----------------
Type
----
ac-ft
----------
Trun. hrs
cfs
MH-7
JCT
57.523
-----------
13.2000
--------
204.66
Outfall OUT 10
JCT
133.736
15.7000
132.06
P 10
IN POND
123.873
R 12.7000
474.28
P 10
OUT POND
123.873
15.'7000
127.26
PHASE II
AREA
57.523
13.2000
204.66
SCS UH 10
AREA
65.658
12.6500
347.67
SCS UH 20
AREA
9.863
12.2500
84.20
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Appendix B
Max WSEL
ft
16.74
Bentley Systems, Inc.
9/8/2009
B-64

Type.... Executive Summary (Nodes) Page 1.03
Name.... Watershed Event: 25 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... TypeIII 24hr Tag: Dev 25
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC
Storm Tag Name = Dev 25
Data 'Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 8.0500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.6000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
-----------------
Type
----
ac-ft
----------
Trun. hrs
cfs ft
MH-7
JCT
67.386
-----------
13.2000
-----------------
238.02
Outfall OUT 10
JCT
158.079
16.4000
153.27
P 10
IN POND
146.382
R 12.6500
540.65
P 10
OUT POND
146.382
16.4000
148.91 17.37
PHASE II
AREA
67.386
13.2000
238.02
SCS UH 10
AREA
78.269
12.6500
411.80
SCS UH 20
AREA
11.697
12.2500
99.02
SIN: Bentley Systems, Inc.
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Appendix B B-65

Type.... Executive Summary (Nodes) Page 1.04
lName.... Watershed Event: 100 yr
i File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... TypeIIl 24hr Tag: Dev100
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC
Storm Tag Name = Dev100
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
-----------------
Type
----
ac-ft
----------
Trun. hrs
-----------
cfs ft
MH-7
JCT
85.762
13.2000
-----------------
299.64
Outfall OUT 10
JCT
203.594
15.6000
191.38
P 10
IN POND
188.463
R 12.6500
659.25
P 10
OUT POND
188.463
15.8000
184.36 18.20
PHASE II
AREA
85.762
13.2000
299.64
SCS UH 10
AREA
101.941
12.6500
530.40
SCS UH 20
AREA
15.131
12.2500
126.37
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-66

Type.... Design Storms Page 2.01
Name.... NHC Event: 2 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
atorm... TypeIII 24hr Tag: Dev 2
DESIGN STORMS SUMMARY
1
Design Storm File,ID = NHC
i Storm Tag Name = Dev 2
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm Typ_eIII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 4.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 10
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 25
Data Type, File, ID = Synthetic. Storm
Storm Frequency = 25 yr
Total Rainfall Depth= 8.0500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step=
Storm Tag Name = Dev100
-------------------------------
TypeIII 24hr
1000 hrs End= 24.0000 hrs
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-67

Type.... Tc Calcs
Name.... PHASE II
Page 3.01
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 300.00 ft
2yr, 24hr P 4.5000 in
Slope .005000 ft/ft
Avg.Velocity .10 ft/sec
---------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 200.00 ft
Slope .005000 ft/ft
Unpaved
Avg.Velocity 1.14 ft/sec
Segment #1 Time: .8409 hrs
-------------------------------
Segment #2 Time: .0487 hrs
------------------------------------------------------------------------
Segment #3: Tc: Length & Vel.
Hydraulic Length 3400.00 ft
Avg.Velocity 1.00 ft/sec
Segment #3 Time: .9444 hrs
------------------------------------------------------------------------
Total Tc: 1.8341 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-68

i
J
Type.... Tc Calcs
Name.... PHASE II
Page 3.02
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
------------------------------------------------------------------------
Tc Equations used:..
------------------------------------------------------------------------
___= SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft.
Tc = Time of concentration, hrs
Lf = Flow length, ft
User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-69

1
Type.... Tc Calcs
Name.... SCS UH 10
Page 3.03
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
TIME OF CONCENTRATION CALCULATOR
......_............
Segment #1: Tc: Length & Vel.
Hydraulic Length 1300.00 ft
Avg.Velocity 2.00 ft/sec
Segment Time
----------------------------------------- ---r.1806 hrs
-----
Segment #2: Tc: Length & Vel.
Hydraulic Length 1300.00 ft
Avg.Velocity 2.00 ft/sec
Segment #2 Time: .1806 hrs
------------------------------------------------------------------------
Segment #3: Tc: Length & Vel.
Hydraulic Length 1800.00 ft
Avg.Velocity 4.00 ft/sec
Segment #3 Time: .1250 hrs
Segment #4: Tc: TR-55 Shallow
Hydraulic Length 250.00 ft
Slope .005000 ft/ft
Unpaved
Avg.Velocity 1.14 ft/sec
Segment #4 Time: .0609 hrs
------------------------------------------------------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-70

Type.... Tc Caics
Name.... SCS UH 10
}
Page 3.04
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Segment #5: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 150.00 ft
2yr, 24hr P 4.5000 in
Slope .005000 ft/ft
Avg.Velocity .09 ft/sec
Segment #5 Time: .4830 hrs
------------------------------------------------------------------------
Total Tc: 1.0300 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-71

Type.... Tc Calcs
Name.... SCS UH 10
Page 3.05
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
--- - User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
i
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-72

Type.... Tc Calcs
Name.... SCS UH 20
Page 3.06
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\'Phase II + I Post.ppw
TIME OF CONCENTRATION CALCULATOR'
Segment..#1: Tc: Length & Vel.
Hydraulic Length 2250.00 ft
Avg.Velocity 2.00 ft/sec
Segment #1
I --------------------------------------------------- -- Timehrs
----------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 300.00 ft
Slope .010000 ft/ft
Paved
Avg.Velocity 2.03 ft/sec
Segment #2 Time: .0410 hrs
Segment #3: Tc: TR-55 Sheet
Mannings n .0150
Hydraulic Length 60.00 ft
2yr, 24hr P 4.5000 in
Slope .010000 ft/ft
Avg.Velocity .87 ft/sec
Segment #3 Time: �-- 0191hrs
--------------------------------------------------------
-----
Total Tc: .3726 hrs
SIN:
Bentley PondPack (10.01.04.00) 10:52 AM
Appendix B
Bentley Systems, Inc.
9/8/2009
B-73

Type.... Tc Calcs
Name.... SCS UH 20
Page 3.07
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
------------------------------------------------------------------------
Tc Equations used_..
------------------------------------------------------------------------
___= SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf Slope, %
SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-74

Type.... Runoff CN-Area
Name.... PHASE II
Page 4.01
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area
Adjustment Adjusted
Soil/Surface Description
--------------------------------
CN
acres
%C RUC CN
Impervious Areas - Paved parking to
----
98
---------
96.900
----- ----- ------
98.00
Open space (Lawns,parks etc.) - Goo
39
1.290
39.00
Open space (Lawns,parks etc.) - Goo
61
10.840
61.00
Open space (Lawns,parks etc.) Goo
74
2.690
74.00
Woods - good
30
.200
30.00
Woods - good
55
1.670
55.00
Woods - good
70
.410
70.00
COMPOSITE AREA & WEIGHTED CN --->
114.000
92.40 (92)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-75

Type.... Runoff CN-Area
Name.... SCS UH 10
Page 4.02
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
----- -----
Open space (Lawns,parks etc.) - Goo 61 52.500 61.00
Impervious Areas - Paved parking to 98 97.500 98.00
COMPOSITE AREA & WEIGHTED CN ---> 150.000 85.05 (85)
SIN. Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-76

Type.... Runoff CN-Area
Name.... SCS UH 20
{
Page 4.03
File.... Y:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area
Adjustment Adjusted
Soil/Surface Description
--------------------------------
CN
acres
%C %UC CN
Impervious Areas - Paved parking to
----
98
---------
16.200
----- ----- ------
98.00
Open space (Lawns,parks etc.) - Goo
61
.860
61.00
Woods - good
55
4.540
55.00
COMPOSITE AREA & WEIGHTED CN --->
21.600
87.49 (87)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-77

i
Type.... Unit Hyd. Summary Page 5.01
Name.... PHASE II Tag: Dev 2 Event: 2 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I :Post.ppw
Storm... TypeIII 24hr Tag: Dev 2
SCS UNIT HYDROGRAPH METHOD
' STORM EVENT: 2 year storm
Duration = 24.0000 hrs Rain Depth = 4.5000 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID - TypeIII 24hr
))) Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = work_pad.hyg - PHASE II Dev 2
{ Tc = 1.8341 hrs
I Drainage Area = 114.000 acres Runoff CN= 92
---------------------------
Computational Timc Increment = .24455 hrs
11 Computed Peak Time 13.2054 hrs
Computed Peak Flow = 124.63 cfs
1 Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 13.2000 hrs
Peak Flow, Interpolated Output = 124.53 cfs
I
DRAINAGE AREA
-------------------
ID:PHASE II
CN = 92
Area = 114.000 acres
S = .8696 in
0.2S = _1.739 in
Cumulative Runoff
-------------------
3.6021 in
34.220 ac-ft
HYG Volume... 34.221 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc 1.83409 hrs (ID: PHASE II)
Computational Incr, Tm .24455 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp 1.6698 (solved from K .7491)
Unit peak, qp 70.43 cfs
Unit peak time Tp = 1.22273 hrs
Unit receding limb, Tr 4.89090 hrs
Total unit time, Tb = 6.11363 hrs
SIN:
Bentley PondPack (10.01.04.00) 10:52 AM
Appendix B
Bentley Systems, Inc.
9/8/2009
B-78

I
Type.... Unit Hyd. Summary Page 5.02
Name.... PHASE II Tag: Dev 10 Event: 10 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... TypeIII 24hr Tag: Dev 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = work_pad.hyg - PHASE II Dev 10
Tc = 1.8341 hrs
Drainage Area = 114.000 acres Runoff CN= 92
Computational Time Increment .24455 hrs
Computed Peak Time = 13.2054 hrs
Computed Peak Flow 204.80 cfs
Time
Increment for HYG
File =
.0500
hrs
Peak
Time, Interpolated
Output =
13.2000
hrs
Peak
Flow, Interpolated
Output =
204.66
cfs
DRAINAGE AREA
ID:PHASE II
CN = 92
Area = 114.000 acres
S = .8696 in
0.2S = .1739 in
Cumulative Runoff
-------------------
6.0548 in
57.520 ac-ft
HYG Volume... 57.523 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 1.83409 hrs (ID: PHASE II)
Computational Incr, Tm .24455 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp 1.6698 (solved from K = .7491)
Unit peak, qp 70.43 cfs
Unit peak time Tp 1.22273 hrs
Unit receding limb, Tr 4.89090 hrs
Total unit time, Tb 6.11363 hrs
SIN:
Bentley PondPack (10.01.04.00) 10:52 AM
Appendix B
Bentley Systems, Inc.
9/8/2009
B-79

Type.... Unit Hyd. Summary Page 5.03
Name.... PHASE II Tag: Dev 25 Event: 25 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... Typelll 24hr Tag: Dev 25
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 25 year storm
Duration = 24.0000 hrs Rain Depth = 8.0500 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
1 Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = work_pad.hyg - PHASE II Dev 25
Tc = 1.8341 hrs
Drainage Area = 114.000 acres Runoff CN= 92
Computational Time Increment = 24455 hrs
Computed Peak Time =- 13.2054 hrs
Computed Peak Flow = 238.18 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 13.2000 hrs
Peak Flow, Interpolated Output = 238.02 cfs
DRAINAGE AREA
ID:PHASE II
CN = 92
Area = 114.000 acres
S = .8696 in
0.25 = .1739 in
Cumulative Runoff
-------------------
7.0930 in
67.383 ac-ft
HYG Volume... 67.386 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 1.83409 hrs (ID: PHASE II)
Computational Incr, Tm .24455 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp 1.6698 (solved from K .7491)
Unit peak, qp 70.43 cfs
Unit peak time Tp = 1.22273 hrs
Unit receding limb, Tr 4.89090 hrs
Total unit time, Tb = 6.11363 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-80

i
Type.... Unit Hyd. Summary Page 5.04
Name.... PHASE II Tag: Dev100 Event: 100 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... TypeIII 24hr Tag: Dev100
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth 10.0000 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = work_pad.hyg - PHASE II Dev100
Tc = 1.8341 hrs
Drainage Area = 114.000 acres Runoff CN= 92
Computational Time Increment = .24455 hrs
Computed Peak Time 13.2054 hrs
Computed Peak Flow = 299.83 cfs
Time Increment for HYG File a .0500 hrs
Peak Time, Interpolated Output = 13.2000 hrs
Peak Flow, Interpolated Output = 299.64 cfs
DRAINAGE AREA
ID:PHASE II
CN = 92
Area 114.000 acres
S .8696 in
0.2S = .1739 in
Cumulative Runoff
-------------------
9.0272 in
65.759 ac-ft
HYG Volume... 85.762 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc 1.83409 hrs (ID: PHASE II)
Computational Incr, Tm = .24455 hrs = 0.20000 Tp
Unit Hyd. Shape Factor =
483.432
(37.46%
under rising limb)
K = 483.43/645.333, K
= .7491 (also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved
from K = .7491)
Unit peak, qp =
70.43
cfs
Unit peak time Tp
1.22273
hrs
Unit receding limb, Tr =
4.89090
hrs
Total unit time, Tb =
6.11363
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-81

Type.... Unit Hyd. Summary Page 5.05
Name.... SCS UH 10 Tag: Dev 2 Event: 2 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... Typeill 24hr Tag: Dev 2
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 year storm
Duration = 24.0000 hrs Rain Depth 4.5000 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = work_pad.hyg - SCS UH 10 Dev 2
Tc = 1.0300 hrs
Drainage Area = 150.000 acres Runoff CN= 85
Computational Time Increment .13733 hrs
Computed Peak Time 12.6344 hrs
Computed Peak Flow 195.27 cfs
Time
Increment for HYG
File =
.0500
hrs
Peak
Time, Interpolated
Output =
12.6500
hrs
Peak
Flow, Interpolated
Output =
195.07
cfs
DRAINAGE AREA
ID:SCS UH 10
CN = 85
Area = 150.000 acres
S = 1.7647 in
0.25 = .3529 in
Cumulative Runoff
-------------------
2.9091 in
36.364 ac-ft
HYG Volume... 36.364 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc 1.02998 hrs (ID: SCS UH 10)
Computational Incr, Tm = .13733 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 165.01 cfs
Unit peak time Tp = .68665 hrs
Unit receding limb, Tr = 2.74661 hrs
Total unit time, Tb = 3.43326 hrs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-82

Type.... Unit Hyd. Summary Page 5.06
Name.... SCS UH 10 Tag: Dev 10 Event: 10 yr
;File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... TypeIII 24hr Tag: Dev 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = work_pad.hyg - SCS UH 10 Dev 10
Tc = 1.0300 hrs
Drainage Area = 150.000 acres Runoff CN= 85
Computational Time Increment = .13733 hrs
Computed Peak Time = 12.6344 hrs
Computed Peak Flow = 348.36 cfs
Time
Increment for HYG File =
.0500
hrs
Peak
Time, Interpolated Output =
12.6500
hrs
Peak
Flow, Interpolated Output =
347.67
cfs
DRAINAGE AREA
ID:SCS UH 10
CN = 85
Area = 150.000 acres
S 1.7647 in
0.25 = .3529 in
Cumulative Runoff
-------------------
5.2526 in
65.657 ac-ft
HYG Volume... 65.658 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 1.02998 hrs (ID: SCS UH 10)
Computational Incr, Tm = .13733 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 165.01 cfs
Unit peak time Tp = .68665 hrs
Unit receding limb, Tr = 2.74661 hrs
Total unit time, Tb = 3.43326 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-83

Type.... Unit Hyd. Summary Page 5.07
? Name.... SCS UH 10 Tag: Dev 25 Event: 25 yr
i
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... Ty.peIII 24hr Tag: Dev 25
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 25 year storm
Duration = 24.0000 hrs Rain Depth = 8.0500 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type - Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = work_pad.hyg - SCS UH 10 Dev 25
Tc = 1.0300 hrs
Drainage Area = 150.000 acres Runoff CN= 85
Computational Time Incrcment = .13733 hrs
Computed Peak Time 12.6344 hrs
Computed Peak Flow 412.72 cfs
Time
Increment for HYG
File =
.0500
hrs
Peak
Time, Interpolated
Output =
12.6500
hrs
Peak
Flow, Interpolated
Output =
411.80
cfs
DRAINAGE AREA
ID:SCS UH 10
CN = 85
Area 150.000 acres
S = 1.7647 in
0.25 = .3529 in
Cumulative Runoff
-------------------
6.2615 in
78.269 ac-ft
HYG Volume... 78.269 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc 1.02998 hrs (ID: SCS UH 10)
Computational Incr, Tm = .13733 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 165.01 cfs
Unit peak time Tp = .68665 hrs
Unit receding limb, Tr = 2.74661 hrs
Total unit time, Tb = 3.43326 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-84

Type.... Unit Hyd. Summary Page 5.08
Name.... SCS UH 10 Tag: Dev100 Event: 100 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... TypeIII 24hr Tag: Dev100
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration
= 24.0000 hrs Rain Depth = 10.0000 in
Rain Dir
= J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID
= - TypeIII 24hr
Unit Hyd Type
= Default Curvilinear
HYG Dir
= J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID
= work_pad.hyg - SCS UH 10 Dev100
Tc
= 1.0300 hrs
Drainage Area
= 150.000 acres Runoff CN= 85
Computational Time Increment = .13733 hrs
Computed Peak Time = 12.6344 hrs
Computed Peak Flow = 531.74 cfs
Time
Increment for HYG
File
.0500
hrs
Peak
Time, Interpolated
Output =
1Z.6500
hrs
Peak
Flow, Interpolated
Output =
530.40
cfs
DRAINAGE AREA
ID:SCS UH 10
CN = 85
Area = 150.000 acres
S 1.7647 in
0.25 - .3529 in
Cumulative Runoff
-------------------
8.1552 in
101.941 ac-ft
HYG Volume... 101.941 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 1.02998 hrs (ID: SCS UH 10)
Computational Incr, Tm = .13733 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 165.01 cfs
Unit peak time Tp = .68665 hrs
Unit receding limb, Tr = 2.74661 hrs
Total unit time, Tb = 3.43326 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-85

Type.... Unit Hyd. Summary Page 5.09
Name.... SCS UH 20 Tag: Dev 2 Event: 2 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Title... Main Parking Lot Loop
Storm... TypeIII 24hr Tag: DRIT 2
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 year storm
Duration
= 24.0000 hrs Rain Depth = 4.5000 in
Rain Dir
= J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID
= - TypeIII 24hr
Unit Hyd Type
= Default Curvilinear
HYG Dir
= J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID =
work—Pad.hyg - SCS UH 20 Dev 2
Tc
= .3726 hrs
Drainage Area
21.600 acres Runoff CN= 87
Computational Time Increment = .04968 hrs
Computed Peak Time = 12.2720 hrs
Computed Peak Flow = 48.94 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.2500 hrs
Peak Flow, Interpolated Output = 48.69 cfs
DRAINAGE AREA
-------------------
ID:SCS UH 20
CN = 87
Area = 21.600 acres
S = 1.4943 in
0.25 = .2989 in
Cumulative Runoff
-------------------
3.0989 in
5.578 ac-ft
HYG Volume... 5.578 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc =
.37263
hrs (ID: SCS UH 20)
Computational Incr, Tm =
.04968
hrs = 0.20000 Tp
Unit Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K = 483.43/645.333, K =
.7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit peak, gp =
65.68
cfs
Unit peak time Tp =
.24842
hrs
Unit receding limb, Tr =
.99368
hrs
Total unit time, Tb
1.24211
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-86

Type.... Unit Hyd. Summary Page 5.10
Name.... SCS UH 20 Tag: Dev 10 Event: 10 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... TypeIII 24hr Tag: Dev 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = work_pad.hyg - SCS UH 20 Dev 10
Tc = .3726 hrs
Drainage Area = 21.600 acres Runoff CN= 87
Computational Time Increment .04968 hrs
Computed Peak Time 12.2720 hrs
Computed Peak Flow 84.41 cfs
Time
Increment for HYG
File =
.0500
hrs
Peak
Time, Interpolated
Output =
12.2500
hrs
Peak
Flow, Interpolated
Output =
84.20
cfs
DRAINAGE AREA
ID:SCS UH 20
CN = 87
Area = 21.600 acres
S = 1.4943 in
0.2S = .2989 in
Cumulative Runoff
-------------------
5.4793 in
9.863 ac-ft
HYG Volume... 9.863 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc =
.37263
hrs (ID: SCS UH 20)
Computational Incr, TM =
.04968
hrs = 0.20000 Tp
Unit Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K = 483.43/645.333, K
= .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
1.6698
(solved from K .7491)
Unit peak, qp
65.68
cfs
Unit peak time Tp =
.24842
hrs
Unit receding limb, Tr
.99368
hrs
Total unit time, Tb =
1.24211
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-87

Type.... Unit Hyd. Summary Page 5.11
Name.... SCS UH 20 Tag: Dev 25 Event: 25 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... TypeIII 24hr Tag: Dev 25
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 25 year storm
Duration = 24.0000 hrs Rain Depth = 8.0500 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = work—Pad.hyg - SCS UH 20 Dev 25
Tc = .3726 hrs
Drainage Area = 21.600 acres Runoff CN= 87
Computational Time Increment .04968 hrs
Computed Peak Time 12.2720 hrs
Computed Peak Flow = 99.21 cfs
Time Increment for HYG File .0500 hrs
Peak Time, Interpolated Output = 12.2500 hrs
Peak Flow, Interpolated Output = 99.02 cfs
DRAINAGE AREA
ID:SCS UH 20
CN 87
Area 21.600 acres
S 1.4943 in
0.25 = .2989 in
Cumulative Runoff
-------------------
6.4984 in
11.697 ac-ft
HYG Volume... 11.697 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration,
Tc
.37263
hrs (ID: SCS UH 20)
Computational Incr,
Tm =
.04968
hrs = 0.20000 Tp
Unit Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K = 483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit peak,
qp =
65.68
cfs
Unit peak time
Tp =
.24842
hrs
Unit receding limb,
Tr =
.99368
hrs
Total unit time,
Tb =
1.24211
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-88

Type.... Unit Hyd. Summary Page 5.12
Name.... SCS UH 20 Tag: Dev100 Event: 100 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... T'ypelll 24hr Tag: Dev100
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 10.0000 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = work_pad.hyg - SCS UH 20 Dev100
Tc = .3726 hrs
Drainage Area = 21.600 acres Runoff CN= 87
Computational Time Increment .04968 hrs
Computed Peak Time = 12.2720 hrs
Computed Peak Flow 126.52 cfs
Time
Increment for HYG
File =
.0500
hrs
Peak
Time,
Interpolated
Output =
12.2500
hrs
Peak
Flow,
Interpolated
Output =
126.37
cfs
DRAINAGE AREA
ID:SCS UH 20
CN = 87
Area = 21.600 acres
S = 1.4943 in
0.25 = .2989 in
Cumulative Runoff
-------------------
8.4063 in
15.131 ac-ft
HYG Volume... 15.131 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration,
Tc =
.37263
hrs (ID: SCS UH 20)
Computational Incr,
Tm
.04968
hrs = 0.20000 Tp
Unit Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K = 483.43/645.333,
K =
.7491
.(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
1.6698
(solved from K = .7491)
Unit peak,
qp
65.68
cfs
Unit peak time
Tp
.24842
hrs
Unit receding limb,
Tr
.99368
hrs
Total unit time,
Tb
1.24211
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-89

Type.... Vol: Elev-Area
Name.... P 10
Page 6.01
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Elevation Planimeter
(ft) (sq.in)
------------------------
6.13 -----
7.00 -----
8.00
9.00 -----
10.00 -
11.00 -----
12.00
13.00 -----
14.00
15,00 -----
16.00
17.00 ---
18.00
19.00 -----
20.00
Area
Al+A2+sgr(AI*A2)
Volume
Volume Sum
(sq.ft)
-----------------------------------------------
(sq.ft)
(ac-ft)
(ac-ft)
0
0
.000
.000
250
250
.002
.002
13657
15755
.121
.122
21965
52942
.405
.527
94443
161954
1.239
1.767
263058
515121
3.942
5.709
411821
1004019
7.683
13.392
506082
1374428
10.518
23.909
539055
1567445
11.995
35.904
554897
1640871
12.556
48.460
571752
1689911
12.932
61.392
586156
1736817
13.291
74.682
600567
1780041
13.621
88.304
615320
1823786
13.956
102.260
630832
1869180
14.303
116.563
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes,
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq. rt. (Areal*Areal))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-90

n
Type.... Outiet Input Data
Name.... PR 30 Rv 1.6 wid
Page 7.01
File.... .J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 6.13 ft
Increment = .25 ft
Max. Elev.= 20.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
Stand Pipe
RO
--->
TW
12.350
20.000
Orifice -Circular
00
--->
TW
6.130
20.000
Culvert -Circular
CO
--->
TW
12.500
20.000
Orifice -Area
01
--->
TW
13.500
20.000
Weir -Rectangular
WO
--->
TW
18.000
20.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-91

1
Type.... Outlet Input Data Page 7.02
Name.... PR 30 Rv 1.6 wid
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + 1 Post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID =
RO
Structure Type =
------------------------------------
Stand Pipe
# of Openings =
1
Invert Elev.
12.35 ft
Diameter
1
1.3300 ft
Orifice Area =
1.3893 sq.ft
Orifice Coeff. _
.600
Weir Length
4.18 ft
Weir Coeff. =
3.300
K, Reverse
1.000
Mannings n =
.0000
Kev,Charged Riser =
.000
Weir Submergence =
No
Orifice H to crest=
Yes
Structure ID =
00
Structure Type =
------------------------------------
Orifice -Circular
# of Openings -
1
Invert Elev. =
6.13 ft
Diameter
_5630 ft
Orifice Coeff.
.632
SIN:
Bentley PondPack (10.01.04.00) 10:52 AM
Appendix B
16" Standpipe
Riser
former invert elev.
of 10.15'
6.75" Orifice
formerly 3.75"
Bentley Systems, Inc.
9/8/2009
B-92

1
u
Type.... Outlet Input Data
Name.... PR 30 Rv 1.6 wid
Page 7.03
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID =
CO
Structure Type =
Culvert -Circular
No. Barrels-----------------1
------
�l I.,
f11g11 Flow
Barrel Diameter =
4.0000
ft
tI ISn EX48n RCP
Upstream Invert -
12.50
ft
g
l Dnstream Invert =
12.30
ft
(1 of 2)
Horiz. Length
44.00
ft
Barrel Length =
44.00
ft
Barrel Slope
.00455
ft/ft
OUTLET CONTROL DATA...
Mannings n =
.0150
Ke
.5000
(forward
entrance loss)
Kb =
.006557
(per ft of
full flow)
Kr
.5000
(reverse
entrance loss)
HW Convergence -
.001
+/- ft
INLET CONTROL DATA...
Equation form -
1
Inlet Control K
.0078
Inlet Control M
2.0000
Inlet Control c
.02920
Inlet Control Y
.7400
T1 ratio (HW/D)
1.13.9
T2 ratio (HW/D)
1.205
Slope Factor
-.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and
submerged
inlet control,
interpolate between flows at T1 &
T2...
At T1 Elev 17.03 ft --->
Flow =
87.96 cfs
At T2 Elev = 17.32 ft --->
Flow =
100.53 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-93

1
I
Type.... Outlet Input Data Page 7.04
Name.'... PR 30 Rv 1.6 wid
F'ile.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= 01
Structure Type
------------------------------------
= Orifice -Area
# of Openings
= 1
Invert Elev.
= 13.50
ft
Area
= 4.0800
sq.ft
Top of Orifice
= 16.05
ft
Datum Elev.
_ 13.50
ft
Orifice Coeff.
_ .600
Structure ID WO
Structure Type = Weir -Rectangular
------------------------------------
# of Openings = 1
Crest Elev. = 18.00 ft
Weir Length = 33.50 ft
Weir Coeff. 2.640000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.10
cfs
Max.
Q
tolerance =
.10
cfs
Plate covering existing
48" RCP (2 of 2) with
2.55" X 1.60" orifice
Existing
Emergency
Spillway
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-94

Type.... Individual Outlet Curves
Name.... PR 30 Rv 1.6 wid
Page 7.05
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RO (Stand Pipe)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
----------------
Tail Water Notes
WS Elev.
Q
--------------- --------------------------
TW Elev Converge
ft
--------
cfs
-------
ft +/-ft Computation Messages
-------- -----
6.13
.00
Free
--------------------------
Outfall
HW
& TW
< Inv.E1.=12.350
6.38
.00
Free
Outfall
HW
& TW
< Inv.E1.=12.350
6.63
.00
Free
Outfall
HW
& TW
< Inv.E1.=12.350
6.88
.00
Free
Outfall
HW
& TW
< Inv.El.=12.350
7.13
.00
Free
Outfall
HW
& TW
< Inv.E1.=12.350
7.38
.00
Free
Outfall
HW
& TW
< Inv.E1.=12.350
7.63
.00
Free
Outfall
HW
& TW
< Inv.El.=12.350
7.88
.00
Free
Outfall
HW
& TW
< Inv.El.=12.350
8.13
.00
Free
Outfall
HW
& TW
< Inv.E1.=12.350
8.38
.00
Free
Outfall
HW
& TW
< Inv.El.=12.350
8.63
.00
Free
Outfall
HW
& TW
< Inv.E1.=12.350
8.88
.00
Free
Outfall
HW
& TW
< Inv.E1.=12.350
9.13
.00
Free
Outfall
HW
& TW
< Inv.E1.=12.350
9.38
.00
Free
Outfall
HW
& TW
< Inv.E1.=12.350
9.63
.00
Free
Outfall
HW
& TW
< Inv.E1.=12.350
9.88
.00
Free
Outfall
HW
& TW
< Inv.E1.=12.350
10.13
.00
Free
Outfall
HW
& TW
< Inv.E1.=12.350
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-95

Type.... Individual Outlet Curves
Name.... PR 30 Rv 1.6 wid
Page 7.06
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post. ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RO (Stand Pipe)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
----------------
WS Elev.
--------------- --------------------------
Q TW Elev Converge
ft
--------
cfs ft +/-ft Computation Messages
------- -------- ----------------------
10.38
.00 Free
-------
Outfall
HW & TW
< Inv.El.=12.350
10.63
.00 Free
Outfall
HW & TW
< Inv.E1.=12.350
10.88
.00 Free
Outfall
HW & TW
< Inv.E1.=12.350
11.13
.00 Free
Outfall
HW & TW
< Inv.E1.=12.350
11.38
.00 Free
Outfall
HW & TW
< Inv.E1.=12.350
11.63
.00 Free
Outfall
HW & TW
< Inv.El.=12.350
11.88
.00 Free
Outfall
HW & TW
< Inv.E1.=12.350
12.13
.00 Free
Outfall
HW & TW
< Inv.E1.=12.350
12.35
.00 Free
Outfall
Weir: H
=.00ft
12.38
.07 Free
Outfall
Weir: H
=.03ft
12.50
.80 Free
Outfall
Weir: H
=.15ft
12.63
2.04 Free
Outfall
Weir: H
=.28ft
12.88
4.87 Free
Outfall
Orifice:
H =.53; Riser orifice equation controlling.
13.13
5.91 Free
Outfall
Orifice:
H =.78; Riser orifice equation controlling.
13.38
6.79 Free
Outfall
Orifice:
H =1.03; Riser orifice equation controlling.
13.50
7.17 Free
Outfall
Orifice:
H =1.15; Riser orifice equation controlling.
13.63
7.57 Free
Outfall
Orifice:
H =1.28; Riser orifice equation controlling.
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B ,B-gg

Type..... Individual Outlet Curves
Name.... PR 30 Rv 1.6 wid
Page 7.07
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RO (Stand Pipe)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water
----------------
Notes
WS Elev.
---------------
Q TW Elev Converge
--------------------------
ft
--------
cfs ft +/-ft
------- -------- -----
Computation
-------
Messages
13.88
8.27 Free
Outfall
..---------------
Orifice:
H =1.53;
Riser
orifice
equation
controlling.
14.13
6.92 Free
Outfall
Orifice:
H =1.78;
Riser
orifice
equation
controlling.
14.38
9.53 Free
Outfall
Orifice:
H =2.03;
Riser
orifice
equation
controlling.
14.63
10.10 Free
Outfall
Orifice:
H =2.28;
Riser
orifice
equation
controlling.
14.88
10.64 Free
Outfall
Orifice:
H =2.53;
Riser
orifice
equation
controlling.
15.13
11.15 Free
Outfall
Orifice:
H =2.78;
Riser
orifice
equation
controlling.
15.38
11.64 Free
Outfall
Orifice:
H =3.03;
Riser
orifice
equation
controlling.
15.63
12.11 Free
Outfall
Orifice:
H =3.28;
Riser
orifice
equation
controlling.
15.88
12.56 Free
Outfall
Orifice:
H =3.53;
Riser
orifice
equation
controlling.
16.13
13.00 Free
Outfall
Orifice:
H =3.78;
Riser
orifice
equation
controlling.
16.38
13.42 Free
Outfall
Orifice:
H =4.03;
Riser
orifice
equation
controlling.
16.63
13.83 Free
Outfall
Orifice:
H =4.28;
Riser
orifice
equation
controlling.
16.88
14.23 Free
Outfall
Orifice:
H =4.53;
Riser
orifice
equation
controlling.
17.13
14.62 Free
Outfall
Orifice:
H =4.78;
Riser
orifice
equation
controlling.
17.38
15.00 Free
Outfall
Orifice:
H =5.03;
Riser
orifice
equation
controlling.
17.63
15.36 Free
Outfall
Orifice:
H =5.28;
Riser
orifice
equation
controlling.
17.88
15.72 Free
Outfall
Orifice:
H =5.53;
Riser
orifice
equation
controlling.
SIN:
Bentley PondPack (10.01.04.00) 10:52 AM
Appendix B
Bentley Systems, Inc.
9/8/2009
B-97

Type.... Individual Outlet Curves
Name.... PR 30 Rv 1.6 wid
Page 7.08
;File.... J:\3301 (Wilmington)\0903 SW Phase I11Pond Pack\Phase II + I Post.ppw
RATING TABLE FOR ONE OUTLET TYPE
1
Structure ID = RO
--------------------------------------
(Stand Pipe)
Upstream
ID =
(Pond
Water Surface)
DNstream
ID = TW
(Pond
Outfall)
WS Elev,Device Q Tail Water
----------------
Notes
{
WS Elev.
---------------
Q TW Elev Converge
--------------------
ft
cfs ft +/-ft
Computation
Messages
18.00
15.89 Free
Outfall
------------
- -- .--------
Orifice:
H =5.65;
Riser
orifice
equation
controlling.
18.13
16.08 Free
Outfall
Orifice:
H =5.78;
Riser
orifice
equation
controlling.
18.38
16.42 Free
Outfall
Orifice:
H =6.03;
Riser
orifice
equation
controlling.
18.63
16.76 Free
Outfall
Orifice:
H =6.28;
Riser
orifice
equation
controlling.
18.88
17.09 Free
Outfall
Orifice:
H =6.53;
Riser
orifice
equation
controlling.
19.13
17.41 Free
Outfall
Orifice:
H =6.78;
Riser
orifice
equation
controlling.
19.38
17.73 Free
Outfall
Orifice:
H =7.03;
Riser
orifice
equation
controlling.
19.63
18.04 Free
Outfall
Orifice:
H =7.28;
Riser
orifice
equation
controlling.
19.88
18.35 Free
Outfall
Orifice:
H =7.53;
Riser
ori.fine
equation
controlling.
20.00
18.49 Free
Outfall
Orifice:
H =7.65;
Riser
orifice
equation
controlling.
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B_98

i
Type.... Individual Outlet Curves
Name.... PR 30 Rv 1.6 wid
Page 7.09
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 00 (Orifice -Circular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
---------------- --------------- --------------------------
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft Computation Messages
-------- ------- -------- ----- --------------------------
6.13 .00 Free Outfall
Upstream HW & DNstream TW < Inv.El
6.38 .13 Free Outfall
CRIT.DEPTH CONTROL Vh= .110ft Dcr= .141ft CRIT.DEPTH Hev= .00ft
6.63 .50 Free Outfall
CRIT.DEPTH CONTROL Vh= .148ft Dcr= .352ft CRIT.DEPTH Hev= .00ft
6.88
.86
Free
Outfall
H
=.47
7.13
1.07
Free
Outfall
H
=.72
7.38
1.24
Free
Outfall
H
=.97
7.63
1.39
Free
Outfall
H
=1.22
7.88
1.53
Free
Outfall
H
=1.47
8.13
1.65
Free
Outfall
H
=1.72
8.38
1.77
Free
Outfall
H
=1.97
8.63
1.88
Free
Outfall
H
=2.22
8.88
1.98
Free
Outfall
H
=2.47
9.13
2.08
Free
Outfall
H
=2.72
9.38
2.17
Free
Outfall
H
=2.97
9.63
2.26
Free
Outfall
H
=3.22
9.88
2.35
Free
Outfall
H
=3.47
10.13
2.43
Free
Outfall
H
=3.72
SIN:
Bentley PondPack (10.01.04.00)
10:52 AM
Appendix B
Bentley Systems, Inc.
9/8/2009
B-99

I
Type.... Individual Outlet Curves Page 7.10
Name.... PR 30 Rv 1.6 wid
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 00
--------------------------------------
(Orifice -Circular)
Upstream
ID =
(Pond Water Surface)
DNstream
ID = TW
(Pond Outfall)
WS Elev,Device Q
----------------
Tail Water
Notes
WS Elev.
Q
-----------------------------------------
TW Elev Converge
ft
--------
cfs
ft +/-ft
-------- -----
Computation Messages
--------------------------
10.38
2.51
Free
Outfall
H
=3.97
10.63
2.59
Free
Outfall
H
=4.22
10.88
2.67
Free
Outfall
H
=4.47
11.13
2.74
Free
Outfall
H
=4.72
11.38
2.81
Free
Outfall
H
=4.97
11.63
2.88
Free
Outfall
H
=5.22
11.88
2.95
Free
Outfall
H
=5.47
12.13
3.02
Free
Outfall
H
=5.72
12.35
3.08
Free
Outfall
H
=5.94
12.38
3.08
Free
Outfall
H
=5.97
12.50
3.11
Free
Outfall
H
=6.09
12.63
3.15
Free
Outfall
H
=6.22
12.88
3.21
Free
Outfall
H
=6.47
13.13
3.27
Free
Outfall
H
=6.72
13.38
3.33
Free
Outfall
H
=6.97
13.50
3.36
Free
Outfall
H
=7.09
13.63
3.39
Free
Outfall
H
=7.22
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-100

Type.... Individual Outlet Curves
I Name.... PR 30 Rv 1.6 wid
r
Page 7.11
File.... J:\3301 (Wi.lmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 00 (Orifice -Circular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
----------------
Tail Water Notes
WS Elev.
Q
--------------- --------------------------
TW Elev Converge
ft
--------
cfs
-------
ft +/-ft Computation Messages
-------- ----- ---------------------------
13.88
3.45
Free Outfall
H
=7.47
14.13
3.51
Free Outfall
H
=7.72
14.38
3.56
Free Outfall
H
=7.97
14.63
3.62
Free Outfall
H
=8.22
14.88
3.67
Free Outfall
H
=8.47
15.13
3.73
Free Outfall
H
=8.72
15.38
3.78
Free Outfall
H
=8.97
15.63
3.83
Free Outfall
H
=9.22
15.88
3.88
Free Outfall
H
=9.47
16.13
3.93
Free Outfall
H
=9.72
16.38
3.98
Free Outfall
H
=9.97
16.63
4.03
Free Outfall
H
=10.22
16.88
4.08
Free Outfall
H
=10.47
17.13
4.13
Free Outfall
H
=10.72
17.38
4.18
Free Outfall
H
=10.97
17.63
4.23
Free Outfall
H
=11.22
17.88
4.27
Free Outfall
H
=11.47
SIN:
Bentley PondPack (10.01.04.00)
10:52 ,AM
Appendix B
Bentley Systems, Inc.
9/8/2009
B-101

Type.... Individual Outlet Curves
j Name.... PR 30 Rv 1.6 wid
0
Page 7.12
F'ile.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 00 (Orifice -Circular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
Tail Water Notes
WS Elev.
Q
---------- ----------
TW Elev Converge
ft
1--------
cfs
-------
ft +/-ft Computation Messages
-------- ----- --------------------------
18.00
4.30
Free Outfall
H
=11.59
18.13
4.32
Free Outfall
H
=11.72
18.38
4.37
Free Outfall
H
=11.97
18.63
4.41
Free Outfall
H
=12.22
18.88
4.46
Free Outfall
H
=12.41
19.13
4.50
Free Outfall
H
=12.72
19.38
4.55
Free Outfall
H
=12.97
19.63
4.59
Free Outfall
H
=13.22
19.88
4.63
Free Outfall
H
=13.47
20.00
4.65
Free Outfall
H
=13.59
SIN:
Bentley PondPack (10.01.04.00) 10:52 AM
Appendix B
Bentley Systems, Inc.
9/8/2009
B-102

i
rt
Type.... Individual Outlet Curves Page 7.13
Name.... PR 30 Rv 1.6 wid
t
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert -Circular)
t
--------------------------------------
Mannings open channel maximum capacity: 90.28 cfs
`
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water
---------------- ---------------
Notes
WS Elev.
--------------------------
Q TW Elev Converge
ft
cfs ft +/-ft Computation Messages
6.13
.00 Free Outfall
Upstream HW & DNstream TW
<
Inv.El
6.38
.00 Free Outfall
Upstream HW & DNstream TW
<
Inv.E1
6.63
.00 Free Outfall
Upstream HW & DNstream TW
<
Inv.El
6.88
.00 Free Outfall
Upstream HW & DNstream TW
<
Inv.El
7.13
.00 Free Outfall
Upstream HW & DNstream TW
<
Inv.El
7.38
.00 Free Outfall
Upstream HW & DNstream TW
<
Inv.El
7.63
.00 Free Outfall
Upstream HW & DNstream TW
<
Inv.El
7.88
.00 Free Outfall
Upstream HW & DNstream TW
<
Inv.El
8.13
.00 Free Outfall
Upstream HW & DNstream TW
<
Inv.El
8.38
.00 Free Outfall
Upstream HW & DNstream TW
<
Inv.El
8.63
.00 Free Outfall
Upstream HW & DNstream TW
<
Inv.El
8.88
.00 Free Outfall
Upstream HW & DNstream TW
<
Inv.El
9.13
.00 Free Outfall
Upstream HW & DNstream TW
<
Inv.El
9.38
.00 Free Outfall
Upstream HW & DNstream TW
<
Inv.El
9.63
.00 Free Outfall
Upstream HW & DNstream TW
<
Inv.El
9.88
.00 Free Outfall
Upstream HW & DNstream TW
<
Inv.El
10.13
.00 Free Outfall
Upstream HW & DNstream TW
<
Inv.El
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-103

Type.... Individual Outlet Curves
Name.... PR 30 Rv 1.6 wid
)
Page 7.14
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 90.28
cfs
Upstream ID (Pond Water Surface)
DNstream ID - TW (Pond Outfall)
1i!
! WS Elev,Device Q Tail Water Notes
---------------- ---------------
WS Elev.
--------------------------
Q TW Elev Converge
ft
--------
--cfs------ft-- +/-ft Computation Messages
-----
10.38
--------------------------
.00 Free Outfall
Upstream HW & DNstream TW < Inv.E1
10.63
.00 Free Outfall
Upstream HW & DNstream TW < Inv.E1
10.88
.00 Free Outfall
Upstream HW & DNstream TW < Inv.E1
11.13
.00 Free Outfall
Upstream HW & DNstream TW < Inv.El
11.38
.00 Free Outfall
Upstream HW & DNstream TW < Inv.El
11.63
.00 Free Outfall
Upstream HW & DNstream TW < Inv.E1
11.88
.00 Free Outfall
Upstream HW & DNstream TW < Inv.El
12.13
.00 Free Outfall
Upstream HW & DNstream TW < Inv.E1
12.35
.00 Free Outfall
Upstream HW & DNstream TW < Inv.El
12.38
.00 Free Outfall
Upstream HW & DNstream TW < Inv.El
12.50
.00 Free Outfall
Upstream HW & DNstream TW < Inv.E1
12.63
.08 Free Outfall
INLET CONTROL... Equ.l: HW =.13 do=.062
Ac=.0414
12.88
.80 Free Outfall
BACKWATER CONTROL.. Vh= .069ft hwDi= .275ft
Lbw-- 44.Oft Hev= .00ft
13.13
2.16 Free Outfall
BACKWATER CONTROL.. Vh= .126ft hwDi= .442ft
Lbw= 44.Oft Hev= .00ft
13.38
4.10 Free Outfall
BACKWATER CONTROL.. Vh= .189ft hwDi= .598ft
Lbw= 44.Oft Hev= .00ft
13.50
5.21 Free Outfall
BACKWATER CONTROL.. Vh= .221ft hwDi= .670ft
Lbw= 44.Oft Hev= .00ft
13.63
6.64 Free Outfall
BACKWATER CONTROL.. Vh= .246ft hwDi= .762ft
Lbw= 44.Oft Hev= .00ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10.52 AM 9/8/2009
Appendix B B-104

0
Type.... Individual Outlet Curves
Name.... PR 30 Rv 1.6 wid
Page 7.15
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO
--------------------------------------
(Culvert -Circular)
Mannings open channel
maximum capacity:
90.28 cfs
Upstream ID = (Pond
Water Surface)
DNstream ID TW (Pond
Outfall)
WS Elev,Device Q Tail Water
---------------- ---------------
Notes
WS Elev.
Q TW Elev Converge
--------------------------
ft
--------
cfs ft +/-ft
------- -------- -----
Computation
Messages
13.88
9.72 Free Outfall
--------------------------
BACKWATER CONTROL..
Vh=
.299ft
hwDi=
.930ft
Lbw= 44.Oft Hev= .00ft
14.13
13.22 Free Outfall
CRIT.DEPTH CONTROL
Vh=
.378ft
Dcr= 1.062ft
H.JUMP IN PIPE Hev= .00ft
14.38
17.27 Free Outfall
CRIT.DEPTH CONTROL
Vh=
.440ft
Dcr= 1.218ft
H.JUMP IN PIPE Hev= .00ft
14.63
21.97 Free Outfall
RELAXED CONVERGENCE:
HW
+/-.005ft; Q
+/-.1185cfs
14.88
26.90 Free Outfall
BACKWATER CONTROL..
Vh=
.535ft
hwDi=
1.572ft
Lbw=
44.Oft
Hev=
.00ft
15.13
32.31 Free Outfall
BACKWATER CONTROL..
Vh=
.605ft
hwDi=
1.723ft
Lbw=
44.Oft
Hev=
.00ft
15.38
37.99 Free Outfall
BACKWATER CONTROL..
Vh=
.666ft
hwDi-=
1.881ft
Lbw=
44.Oft
Hev=
.00ft
15.63
44.11 Free Outfall
BACKWATER CONTROL..
Vh=
.718ft
hwDi=
2.052ft
Lbw=
44.Oft
Hev=
.00ft
15.88
50.61 Free Outfall
BACKWATER CONTROL..
Vh=
.764ft
hwDi=
2.234ft
Lbw=
44.Oft
Hev=
.00ft
16.13
57.21 Free Outfall
BACKWATER CONTROL..
Vh=
.817ft
hwDi=
2.405ft
Lbw=
44.Oft
Hev=
.00ft
16.38
63.97 Free Outfall
BACKWATER CONTROL..
Vh=
.871ft
hwDi=
2.574ft
Lbw=
44.Oft
Hev=
.00ft
16.63
70.86 Free Outfall
BACKWATER CONTROL..
Vh=
.922ft
hwDi=
2.746ft
Lbw--
44.Oft
Hev=
.00ft
16.88
77.75 Free Outfall
'
BACKWATER CONTROL..
Vh=
.982ft
hwDi=
2.908ft
Lbw=
44.Oft
Hev=
.00ft
17.13
84.69 Free Outfall
BACKWATER CONTROL..
Vh=
1.040ft
hwDi=
3.071ft
Lbw=
44.Oft
Hev=
.00ft
17.38
91.47 Free Outfall
BACKWATER CONTROL..
Vh=
1.103ft
hwDi=
3.225ft
Lbw=
44.Oft
Hev=
.00ft
17.63
98.18 Free Outfall
BACKWATER CONTROL..
Vh=
1.173ft
hwDi=
3.372ft
Lbw=
44.Oft
Hev=
.00ft
17.88
104.67 Free Outfall
BACKWATER CONTROL..
Vh=
1.245ft
hwDi=
3.512ft
Lbw--
44.Oft
Hev=
.00ft
SIN:
Bentley PondPack (10.01.04.00)
10:52 AM
Appendix B
Bentley Systems, Inc.
9/8/2009
B-105

I
l Type.... Individual Outlet Curves Page 7.16
1 Name.... PR 30 Rv 1.6 wid
i
File.... d:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 90.28 cfs
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
---------------- --------------- --------------------------
WS Elev. Q TW Elev Converge
it cfs ft +/-ft Computation Messages
-------- ------- -------- ----- --------------------------
18.00 107.71 Free Outfall
BACKWATER CONTROL.. Vh= 1.284ft hwDi= 3.574ft Lbw= 44.Oft Hev= .00ft
18.13 110.95 Free Outfall
BACKWATER CONTROL.. Vh= 1.326ft hwDi= 3.642ft Lbw= 44.Oft Hev= .00ft
18.38 116.92 Free Outfall
BACKWATER CONTROL.. Vh= 1.414ft hwDi= 3.759ft Lbw= 44.Oft Hev= .00ft
18.63 122.58 Free Outfall
BACKWATER CONTROL.. Vh= 1.510ft hwDi= 3.864ft Lbw= 44.Oft Hev= .00ft
18.88 127.91 Free Outfall
BACKWATER CONTROL.. Vh= 1.616ft hwDi= 3.956ft Lbw= 44.Oft Hev= .00ft
19.13 132.72 Free Outfall
FULL FLOW...Lfull=4.28ft Vh=1.733ft HL=2.649ft Hev= .00ft
19.38 137.33 Free Outfall
FULL FLOW...Lfull=12.44ft Vh=1.8.56ft HL=2.936ft Hev= .00ft
19.63 141.90 Free Outfall
FULL FLOW ... Lfull=18.57ft Vh=1.982ft HL=3.214ft Hev= .00ft
19.88 146.39 Free Outfall
FULL FLOW ... Lfull=23.37ft Vh=2.109ft HL=3.487ft Hev= .00ft
20.00 148.48 Free Outfall
FULL FLOW ... Lfull=25.28ft Vh=2.170ft HL=3.614ft Hev= .00ft
SIN:
Bentley PondPack (10.01.04.00) 10:52 AM
Appendix B
Bentley Systems, Inc.
9/8/2009
B-106

I
Type.... Individual Outlet Curves Page 7.17
Name.... PR 30 Rv 1.6 wid
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 01 (Orifice -Area)
--------------------------------------
Upstream
ID = (Pond Water Surface)
DNstream
ID = TW (Pond Outfall)
1 WS Elev,Device Q
----------------
Tail Water Notes
WS Elev.
Q
-------- ------- --------------------------
TW Elev Converge
ft
--------
cfs
-------
ft +/-ft Computation Messages
----- --------------------------
II 6.13
.00
Free
Outfall
f-----
HW-
&- TW-
below invert
6.38
.00
Free
Outfall
HW
& TW
below invert
6.63
.00
Free
Outfall
HW
& TW
below invert
6.88
.00
Free
Outfall
HW
& TW
below invert
7.13
.00
Free
Outfall
HW
& TW
below inveLL
7.38
.00
Free
Outfall
HW
& TW
below invert
7.63
.00
Free
Outfall
HW
& TW
below invert
7.88
.00
Free
Outfall
HW
& TW
below invert
8.13
.00
Free
Outfall
HW
& TW
below invert
8.38
.00
Free
Outfall
HW
& TW
below invert
8.63
.00
Free
Outfall
HW
& TW
below invert
8.88
.00
Free
Outfall
HW
& TW
below invert
9.13
.00
Free
Outfall
HW
& TW
below invert
9.38
.00
Free
Outfall
HW
& TW
below invert
9.63
.00
Free
Outfall
HW
& TW
below invert
9.88
.00
Free
Outfall
HW
& TW
below invert
10.13
.00
Free
Outfall
HW
& TW
below invert
1
SIN:
Bentley PondPack (10.01.04.00) 10:52 AM
Appendix B
i
Bentley Systems, Inc.
9/8/2009
B-107
a"

i
Type.... Individual Outlet Curves Page 7.18
Name.... PR 30 Rv 1.6 wid
1
File.... J:\3301 (Wilmington)\0903 SW Phase 11\Pond Pack\Phase II + I Post..ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure
--------------------------------------
ID = 01 (Orifice -Area)
Upstream
ID = (Pond Water Surface)
DNstream
ID = TW (Pond Outfall)
IWS Elev,Device Q
Tail
Water
WS Elev.
Q
---------Notes-------
TW Elev Converge
ft
--------
cfs
------
ft +/-ft Computation Messages
-------- ----- ----------------
10.38
i
.00
Free
Outfall
HW
& TW
below invert
10.63
.00
Free
Outfall
HW
& TW
below invert
10.88
.00
Free
Outfall
HW
& TW
below invert
11.13
.00
Free
Outfall
HW
& TW
below invert
11.38
.00
Free
Outfall
HW
& TW
below invert
11.63
.00
Free
Outfall
HW
& TW
below invert
11.88
.00
Free
Outfall
HW
& TW
below invert
12.13
.00
Free
Outfall
HW
& TW
below invert
12.35
.00
Free
Outfall
HW
& TW
below invert
12.38
.00
Free
Outfall
HW
& TW
below invert
12.50
.00
Free
Outfall
HW
& TW
below invert
12.63
.00
Free
Outfall
HW
& TW
below invert
12.88
.00
Free
Outfall
HW
& TW
below invert
13.13
.00
Free
Outfall
HW
& TW
below invert
13.38
.00
Free
Outfall
HW
& TW
below invert
13.50
.00
Free
Outfall
Hi=.00;
Ht=2.55; Qt=31.36
13.63
1.60
Free
Outfall
Hi=.13;
Ht=2.55; Qt=31.36
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-108

Type.... Individual Outlet Curves
Name.... PR 30 Rv 1.6 wid
Page 7.19
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 01 (Orifice -Area)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water
----------------
Notes
WS Elev.
--------------- --------------------------
Q TW Elev Converge
ft
--------
cfs ft +/-ft
------- -------- -----
Computation Messages
--------------------------
13.88
4.67 Free
Outfall
Hi=.38;
Ht=2.55;
Qt=31.36
14.13
7.75 Free
Outfall
Hi=.63;
Ht=2.55;
Qt=31.36
14.3E
10.82 Free
Outfall
Hi=.88;
Ht=2.55;
Qt=31.36
14.63
13.90 Free
Outfall
Hi=1.13;
Ht=2.55;
Qt=31.36
14.88
16.97 Free
Outfall
Hi=1.38;
Ht=2.55;
Qt=31.36
15.13
20.04 Free
Outfall
Hi=1.63;
Ht=2.55;
Qt=31.36
15.38
23.12 Free
Outfall
Hi=1.88;
Ht=2.55;
Qt=31.36
15.63
26.19 Free
Outfall
Hi=2.13;
Ht=2.55;
Qt=31.36
15.88
29.27 Free
Outfall
Hi=2.38;
Ht=2.55;
Qt=31.36
16.13
31.85 Free
Outfall
H =2.63
16.38
33.33 Free
Outfall
H =2.88
16.63
34.74 Free
Outfall
H =3.13
16.88
36.10 Free
Outfall
H =3.38
17.13
37.41 Free
Outfall
H =3.63
17.38
38.68 Free
Outfall
H =3.88
17.63
39.91 Free
Outfall
H =4.13
17.88
41.10 Free
Outfall
H =4.38
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-109

Type.... Individual Outlet Curves
Name.... PR 30 Rv 1.6 wid
Page 7.20
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 01 (Orifice -Area)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
----------------
Tail Water Notes
WS Elev.
Q
--------------- --------------------------
TW Elev Converge
ft
--------
cfs
-------
ft +/-ft Computation Messages
-------- --------------------
18.00
41.66
Free
--
Outfall
H
=4.50
18.13
42.25
Free
Outfall
H
=4.63
18.38
43.38
Free
Outfall
H
=4.88
18.63
44.48
Free
Outfall
H
=5.13
18.88
45.55
Free
Outfall
H
=5.38
19.13
46.59
Free
Outfall
H
=5.63
19.38
47.62
Free
Outfall
H
=5.88
19.63
48.62
Free
Outfall
H
=6.13
19.88
49.60
Free
Outfall
H
=6.38
20.00
50.07
Free
Outfall
H
=6.50
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-110

Type.... Individual Outlet Curves
Name.... PR 30 Rv 1.6 wid
Page 7.21
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
► RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO (Weir -Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
----------------
Tail Water Notes
WS Elev.
Q
--------------- --------------------------
TW Elev Converge
ft
--------
cfs
-------
ft +/-ft Computation Messages
-------- ----- --------------------------
i 6.13
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
6.38
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
6.63
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
6.88
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
7.13
.00
Free
Outfall
HW
& TW
below inv.El.=18.000
7.38
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
7.63
.00
Free
Outfall
HW
& TW
below Inv.El.=18.000
7.88
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
8.13
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
8.38
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
8.63
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
8.88
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
9.13
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
9.38
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
9.63
.00
Free
Outfall
HW
& TW
below Inv.El.=18.000
9.88
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
10.13
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-111

Type.... Individual Outlet Curves
Name.... PR 30 Rv 1.6 wid
I
Page 7.22
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO (Weir -Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
----------------
Tail Water Notes
WS Elev.
Q
--------------- --------------------------
TW Elev Converge
ft
--------
cfs
-------
ft +/-ft Computation Messages
-------- -----
10.38
.00
Free
--------------------------
Outfall
HW
& TW
below Inv.E1.=18.000
10.63
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
10.88
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
11.13
.DO
Free
Outfall
HW
& TW
below Inv.E1.=18.000
11.38
.00
Free
Outfall
HW
& TW
below Inv.El.=18.000
11.63
.00
Free
Outfall
HW
& TW
below Inv.El.=18.000
11.88
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
12.13
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
12.35
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
12.38
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
12.50
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
12.63
.00
Free
Outfall
HW
& TW
below Inv.El.=18.000
12.88
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
13.13
100
Free
Outfall
HW
& TW
below Inv.E1.=18.000
13.38
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
13.50
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
13.63
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-112

I
Type.... Individual Outlet Curves
Name.... PR 30 Rv 1.6 wid
Page 7.23
File.... d:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO (Weir -Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
----------------
Tail Water Notes
WS Elev.
Q
--------------- ----------------------
TW Elev Converge
ft
--------
cfs
-------
ft +/-ft Computation Messages
-------- -----
13.88
.00
Free
----------------------
Outfall
HW
& TW
below Inv.El.=18.000
14.13
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
14.38
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
14.63
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
14.88
.00
Free
Outfall
HW
& TW
below 1nv.El.=18.000
15.13
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
15.38
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
15.63
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
15.88
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
16.13
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
16.38
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
16.63
.00
Free
Outfall
HW
& TW
below Inv.El.=18.000
16.88
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
17.13
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
17.38
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
17.63
.00
Free
Outfall
HW
& TW
below Inv.El.=18.000
17.88
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
SIN:
Bentley PondPack (10.01.04.00)
10:52 AM
Appendix B
Bentley Systems, Inc.
9/8/2009
B-113

Type.... Individual Outlet Curves Page 7.24
Name.... PR 30 Rv 1.6 wid
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO (Weir -Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
---------------- --------------- --------------------------
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft Computation Messages
-------- ------- -------- ----- --------------------------
18.00 .00 Free Outfall
H=.00; Htw=.00; Qfree=.00;
18.13 4.15 Free Outfall
H=.13; Htw=.00; Qfree=4.15;
18.38 20.72 Free Outfall
H=.38; Htw=.00; Qfree=20.72;
18.63 44.22 Free Outfall
H=.63; Htw=.00; Qfree=44.22;
18.88 73.01 Free Outfall
H=.88; Htw=.00; Qfree=73.01;
19.13 106.23 Free Outfall
H=1.13; Htw=.00; Qfree=106.23;
19.38 143.37 Free Outfall
H=1.38; Htw=.00; Qfree=143.37;
19.63 184.05 Free Outfall
H=1.63; Htw=.00; Qfree=184.05;
19.88 227.97 Free Outfall
H=1.88; Htw=.00; Qfree=227.97;
20.00 250.15 Free Outfall
H=2.00; Htw=.00; Qfree=250.15;
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8j2009
Appendix B B-114

Type.... Composite Rating Curve
Name.... PR 30 Rv 1.6 wid
Page 7.25
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev,
Total Q
Notes
----------------
--------
Converge -------------------------
Elev.
Q
TW Elev
Error
ft
--------
efs
-------
ft
+/-ft
Contributing
Structures
6.13
.00
--------
Free
-----
Outfall
--------------------------
None
contributing
6.38
.13
Free
Outfall
00
6.63
.50
Free
Outfall
00
6.88
.86
Free
Outfall
00
7.13
1.07
Free
Outfall
00
7.38
1.24
Free
Outfall
00
7.63
1.39
Free
Outfall
00
7.88
1.53
Free
Outfall
00
8.13
1.65
Free
Outfall
00
8.38
1.77
Free
Outfall
00
8.63
1.88
Free
Outfall
00
8.88
1.98
Free
Outfall
00
9.13
2.08
Free
Outfall
00
9.38
2.17
Free
Outfall
00
9.63
2.26
Free
Outfall
00
9.88
2.35
Free
Outfall
UO
10.13
2.43
Free
Outfall
00
10.38
2.51
Free
Outfall
00
10.63
2.59
Free
Outfall
00
10.88
2.67
Free
Outfall
00
11.13
2.74
Free
Outfall
00
11.38
2.81
Free
Outfall
00
11.63
2.88
Free
Outfall
00
11.88
2.95
Free
Outfall
00
12.13
3.02
Free
Outfall
00
12.35
3.08
Free
Outfall
RO
+00
12.38
3.16
Free
Outfall
RO
+00
12.50
3.92
Free
Outfall
RO
+00
12.63
5.27
Free
Outfall
RO
+00
+CO
12.88
8.87
Free
Outfall
RO
+00
+CO
13.13
11.33
Free
Outfall
RO
+00
+CO
13.38
14.22
Free
Outfall
RO
+00
+CO
13.50
15.75
Free
Outfall
RO
+00
+CO +01
13.63
19.20
Free
Outfall
RO
+00
+CO +01
13.88
26.12
Free
Outfall
RO
+00
+CO +01
14.13
33.40
Free
Outfall
RO
+00
+CO +01
14.38
41.18
Free
Outfall
RO
+00
+CO +01
14.63
49.58
Free
Outfall
RO
+00
+CO +01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-115

Type.... Composite Rating Curve
'Jame.... PR 30 Rv 1.6 wid
Page 7.26
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
***** COMPOSITE OUTFLOW SU141MRY ****
WS Elev, Total Q
Elev.
Q
ft
--------
cfs
14.88
-------
58.18
15.13
67.23
15.38
76.53
15.63
86.25
15.88
96.33
16.13
105.99
16.38
114.71
16.63
123.47
16.88
132.17
17.13
140.85
17.38
149.32
17.63
157.68
17.88
165.76
18.00
169.56
18.13
177.75
18.38
201.80
18.63
232.45
18.88
268.01
19.13
307.46
19.38
350.60
19.63
397.20
19.88
446.95
20.00
471.84
Notes
-------- Converge -------------------------
TW Elev Error
ft +/-ft Contributing Structures
-------- ----- --------------------------
Free Outfall RO +00 +CO +01
Free Outfall RO +00 +CO +01
Free Outfall RO +00 +CO +01
Free Outfall RO +00 +CO +01
Free Outfall RO +00 +CO +01
Free Outfall RO +00 +CO +01
Free Outfall RO +00 +CO +01
Free Outfall RO +00 +CO +01
Free Outfall RO +00 +CO +01
Free Outfall RO +00 +CO +01
Free Outfall RO +00 +CO +01
Free Outfall RO +00 +CO +01
Free Outfall RO +00 +CO +01
Free Outfall RO +00 +CO +01 +WO
Free Outfall RO +00 +CO +01 +WO
Free Outfall RO +00 +CO +01 +WO
Free Outfall RO +00 +CO +01 +WO
Free Outfall RO +00 +CO +01 +WO
Free Outfall RO +00 +CO +01 +w0
Free Outfall RO +00 +CO +01 +WO
Free Outfall RO +00 +CO +01 +W0
Free Outfall RO +00 +CO +01 +WO
Free Outfall RO +00 +CO +01 +WO
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-116

Type.... Pond E-V-Q Table Page 8.01
j) Name.... P 10
1 F'ile.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
LEVEL POOL ROUTING DATA
A HYG Dir
=
J:\3301 (Wilmington)\0903
SW Phase
II\Pond
Pack\
Inflow
HYG file
work pad.hyg - P 10
IN Dev
2
Outflow
HYG file =
work_pad.hyg - P 10
OUT Dev
2
Pond Node
Data =
P 10
Pond Volume
Data =
P 10
Pond Outlet
Data =
PR 30 Rv 1.6 wid
No Infiltration
INITIAL
----------------------------------
CONDITIONS
%
Starting
WS Elev
= 6.13
ft
Starting
Volume
= .000
ac-ft
Starting
Outflow
= .00
cfs
Starting
Infiltr.
_ .00
cfs
Starting
Total Qout= .00
cfs
Time Increment
.0500
hrs
Flevation
Outflow
Storage
Area Infilt.
Q Total
2S/t + 0
ft -------------cfs
ac-ft
_--------------cfs---------cfs---------cfs--
6.13
.00
.000
0
.00
.00
.00
6.38
.13
.000
21
.00
.13
.15
6.63
.50
.000
83
.00
.50
.66
6.88
.86
.001
186
.00
.86
1.38
7.13
1.07
.003
838
.00
1.07
2.62
7.38
1.24
.013
2939
.00
1.24
7.74
7.63
1.39
.039
6316
.00
1.39
20.45
7.88
1.53
.088
10970
.00
1.53
44.30
8.13
1.65
.164
14626
.00
1.65
81.23
8.38
1.77
.254
16583
.00
1.77
124.67
8.63
1.88
.355
18662
.00
1.88
173.70
8.88
1.98
.468
20864
.00
1.98
228.67
9.13
2.08
.602
28524
.00
2.08
293.68
9.38
2.17
.808
43542
.00
2.17
393.13
9.63
2.26
1.108
61725
.00
2.26
538.69
9.88
2.35
1.522
83072
.00
2.35
739.16
10.13
2.43
2.074
111583
.00
2.43
1006.13
10.38
2.51
2.818
148560
.00
2.51
1366.29
10.63
2.59
3.789
190819
.00
2.59
1836.51
10.88
2.67
5.018
238361
.00
2.67
2431.45
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-117

Type.... Pond E-V-Q Table Page 8.02
Name.... P 10
Pile.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
LEVEL POOL ROUTING DATA
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Inflow HYG file = work_pad.hyg - P 10 IN Dev 2
Outflow HYG file = work_pad.hyg - P 10 OUT Dev 2
Pond Node Data = P 10
Pond Volume Data P 10
Pond Outlet DaLd = PR 30 Rv 1.6 wid
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev
= 6.13
ft
Starting
Volume
= .000
ac-ft
Starting
Outflow
= .00
cfs
Starting
Infiltr.
_ .00
cfs
Starting
Total Qout=
.00
cfs
Time Increment
.0500
hrs
Elevation
Outflow
Storage
Area
Infilt.
Q Total
2S/t + O
ft
------------------------------------------------------------------------------
cfs
ac-ft
sq.ft
cfs
cfs
cfs
11.13
2.74
6.520
280520
.00
2.74
3158.18
11.38
2.81
8.229
315677
.00
2.81
3985.82
11.63
2.88
10.147
352909
.00
2.88
4914.00
11.88
2.95
12.284
392217
.00
2.95
5948.49
3.02
1
423526
.00
3.02
7087.81
12.3b
3.08
16.828
443708
.00
3.08
8147.73
1 . 8
3.16
11 4
446497
.00
3.16
8296.18
12.50
3.92
18.380
457738
.00
3.92
8899.74
12.63
5.27
19.764
470074
.00
5.27
9571.17
12.88
8.87
22.531
494258
.00
8.87
10913.98
13.13
11.33
25.426
510310
.00
11.33
12317.38
13.38
14.22
28.378
518489
.00
14.22
13749.13
13.50
15.75
29.812
522438
.00
15.75
14444.61
13.63
19.20
31.377
526734
.00
19.20
15205.79
13.88
26.12
34.424
535043
.00
26.12
16687.39
14.13
33.40
37.515
541102
.00
33.40
18190.85
14.38
41.18
40.632
545048
.00
41.18
19707.17
14.63
49.58
43.772
549009
.00
49.58
21235.09
14.88
58.18
46.934
552984
.00
58.18
22774.23
15.13
67.23
50.119
557074
.00
67.23
24324.96
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-118

Type.... Pond E-V-Q Table Page 8.03
Name.... P 10
1 File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
LEVEL POOL ROUTING DATA
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Inflow HYG file work_pad.hyg - P 10 IN Dev 2
Outflow HYG file = work_pad.hyg - P 10 OUT Dev 2
Pond Node Data = P 10
Pond Volume Data P 10
Pond Outlet Data = PR 30 Rv 1.6 wid
No Infiltration
INITIAL
----------------------------------
CONDITIONS
Starting
WS Elev
= 6.13
ft
Starting
Volume
= .000
ac-ft
Starting
Outflow
= .00
cfs
Starting
Infiltr.
_ .00
cfs
Starting
Total Qout= .00
cfs
Time Increment
.0500
hrs
Elevation
Outflow
Storage
Area
Infilt.
Q Total
2S/t + 0
ft
-------------------------------------------------
cfs
ac-ft
sq.ft
cfs
cfs
cfs
15.38
76.53
53.328
561272
-.
.00
76.53
25887.51
15.63
86.25
56.562
565486
.00
86.25
27462.16
15.88
96.33
59.819
569716
.00
96.33
29048.91
16.13
105.99
63.101
573614
.00
105.99
30646.77
16.38
114.71
66.403
577204
.00
114.71
32253.84
16.63
123.47
69.126
580806
.00
123.47
33870.95
16.88
132.17
73.070
584418
.00
132.17
35498.01
.13
140.85
76.434
588020
.00
140.85
37135.09
17.38
149.32
79.819
591612
.00
149.32
38781.94
17.63
157.68
83.225
595215
.00
157.68
40438.66
17.88
165.76
86.652
598828
.00
165.76
42105.13
18.00
169.56
88.304
600567
.00
169.56
42908.52
18.13
177.75
90.099
602475
.00
177.75
43785.57
18.38
201.80
93.567
606152
.00
201.80
45488.28
18.63
232.45
97.057
609841
.00
232.45
47207.81
18.88
268.01
100.567
613540
.00
268.01
48942.50
19.13
307.46
104.099
617326
.00
307.46
50691.43
19.38
350.60
107.653
621192
.00
350.60
52454.73
19.63
397.20
111.229
625070
.00
397.20
54232.25
19.88
446.95
114.828
628960
.00
446.95
56023.70
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-119

Type.... Pond E-V-Q Table Page 8.04
i
Name.... P 10
1 File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
LEVEL POOL ROUTING DATA
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Inflow HYG file = work_pad.hyg - P 10 IN Dev 2
Outflow hYG file = work_pad.hyg - P 10 OUT Dev 2
Pond Node Data = P 10
Pond Volume Data = P 10
Pond Outlet Data = PR 30 Rv 1.6 wid
No Infiltration
INITIAL CONDITIONS
----------------------------------
Starting WS Elev = 6.13 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
Elevation Outflow Storaye Area Infilt. Q Total 2S/t + O
ft cfs ac-ft sq.ft cfs cfs cfs
------------------------------------------------------------------------------
20.00 471.84 116.563 630832 .00 471.84 56888.45
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-120

Type.... Pond Routing Summary Page 8.05
Name.... P 10 OUT Tag:Dev 2
Event: 2 yr
j File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... TypeIIl 24hr Tag: Dev 2
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Inflow HYG file = work_pad.hyg - P 10 IN Dev 2
Outflow HYG file = work_pad.hyg - P 10 OUT Dev 2
Pond Node Data = P 10
Pond Volume Data = P 10
Pond Outlet Data = PR 30 Rv 1.6 wid
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
6.13
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow
= 281.72
cfs at 12.8000 hrs
Peak
-----------------------------------------------------
Outflow =
51-92
cfs at 15.8500 hrs
Peak
Elevation =
14.70
ft
Peak
Storage =
44.630
ac-ft
MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol = .000
+ HYG Vol IN = 70.585
- Infiltration .000
- HYG Vol OUT 70.585
- Retained Vol = .000
Unrouted Vol = .000 ac-ft
(.000% of Outflow Volume)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-121

K
Type.... :Pond Routing Summary Page 8.06
Name.... P 10 OUT Tag: Dev 10 Event: 10 yr
r File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... TypeIII 24hr Tag: Dev 10
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Inflow HYG file = work_pad.hyg - P 10 IN Dev 10
Outflow HYG file = work_pad.hyg - P 10 OUT Dev 10
Pond Node Data = P 10
Pond Volume Data = P 10
Pond Outlet Data - PR 30 Rv 1.6 wid
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
6.13
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow =
474.28
cfs at 12.7000 hrs
Peak
-----------------------------------------------------
Outflow =
127.26
cfs at 15.7000 hrs
Peak
Elevation =
16.74
f.t
Peak
Storage =
71.180
ac-ft
MASS BALANCE
--------------------------
(ac-ft)
+ Initial Vol
= .000
+ HYG Vol IN
= 123.873
- Infiltration
.000
- HYG Vol OUT
= 123.873
- Retained Vol
= .000
Unrouted Vol
= .000 ac-ft
(.000% of Outflow Volume)
WARNING: Inflow hydrograph truncated on right side.
SIN:
Bentley PondPack (10.01.04.00) 10:52 AM
Appendix B
Bentley Systems, Inc.
9/8/2009
B-1 22

I
Type.... Pond Routing Summary Page 8.07
Name.... P 10 OUT Tag: Dev 25 Event: 25 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... TypeIII 24hr Tag: Dev 25
LEVEL POOL ROUTING SUMMARY
HYG Dir J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Inflow HYG file = work_pad.hyg - P 10 IN Dev 25
Outflow HYG file = work_pad.hyg - P 10 OUT Dev 25
Pond Node Data P 10
Pond Volume Data P 10
Pond Outlet Data PR 30 Rv 1.6 wid
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
6.13
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow
= 540.65
cfs at 12.6500 hrs
Peak
-----------------------------------------------------
Outflow =
148.91
cfs at 16.4000 hrs
Peak
Elevation =
17.37
ft
Peak
Storage =
79.654
ac-ft
MASS BALANCE
--------------------------
(ac-ft)
+ Initial Vol
= .000
+ HYG Vol IN
146.382
- Infiltration
= .000
- HYG Vol OUT
= 146.382
- Retained Vol
= .000
Unrouted Vol
= -.000 ac-ft
(.000% of Inflow Volume)
WARNING: Inflow hyarograpn truncated on right side.
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:52 AM 9/8/2009
Appendix B B-123

Type.... Pond Routing Summary Page 8.08
Name.... P 10 OUT Tag: Dev100 Event: 100 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... TypeIII 24hr Tag:'Dev100
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Inflow HYG file = work_pad.hyg - P 10 IN Dev100
Outflow HYG file = work_pad.hyg - P 10 OUT Dev100
Pond Node Data = P 10
Pond Volume Data = P 10
Pond Outlet Data = PR 30 Rv i.6 wid
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
6.13
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow
= 659.25
cfs at 12.6500 hrs
Peak
-----------------------------------------------------
Outflow
= 184.36
cfs at 15.8000 hrs
Peak
Elevation
= 18.20
ft
Peak
Storage =
91.051
ac-ft
MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol = .000
+ HYG Vol IN = 188.463
- Infiltration .000
- HYG Vol OUT 188.463
- Retained Vol .000
Unrouted Vol = .000 ac-ft
(.000% of Outflow Volume)
WARNING: Inflow hydrograph truncated on right side,
SIN:
Bentley PondPack (10-01.04.00) 10:52 AM
Appendix B
Bentley Systems, Inc.
9/8/2009
B-124

Appendix A
3
Index of Starting Page Numbers for ID Names
----- P
P 10... 6.01, 8.01, 8.05, 8.06,
8.07, 8.08
PHASE II... 3.01, 4.01, 5.01, 5.02,
5.03, 5.04
PR 30 Rv 1.6 wid... 7.01, 7.05,
7.25
----- S -----
SCS UH 10... 3.03, 4.02, 5.05,
5.06, 5.07, 5.08
SCS UH 2O... 3.06, 4.03, 5.09,
5.10, 5.11, 5.12, 1.01, 1.02,
1.03, 1.04
SIN:
Bentley PondPack (10.01.04.00) 10:52 AM
Appendix B
A-1
Bentley Systems, Inc.
9/8 /2009
B-125

APPENDIX C
OUTLET BLOCKAGE ANALYSIS
EXTENDED DRY DETENTION BASIN No. 1
(100 -y r event)

Extended Dry detention Basin No. 1
Basin Outflow Device Blockage for 100-yr event — NHC Ordinance
Basin design with only emergency spillway, 100-yr event
Peak WSEL = 19.61 pg. C-6
Top of Berm = 20.0
100-yr event Peak WSEL < Top of Berm (NHC requirement)
Peak Outflow 187 cfs pg. C-6
Peak Inflow 659 cfs
Peak Storage Volume 110.954 ac-ft pg. C-23
Appendix C C-1

Phase If
Proposed Conditions
Outlet Devices Blocked
except Emergency Spillway
Phase II
114 Acres
CN=92
Tc = 1.8341 hours
85% Impervious
M+7
esc
SCS UH 10
D
0
P 10
Out 10
Phase 1
150 Acres
CN = 85
Tc = 1.03 hours
65% Impervious
SCS UH 20
/ Basin By-pass Area
21.6 Acres
CN=87
Tc = 0.37 hours
Appendix C
C-2

I
Job File: J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\PHASE II + I POST.PPW
Rain Dir: J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
JOB TITLE
Project Date: 7/21/2009
Project Engineer: Eric Stumph
Project Title: Stormwater Management - Phase II
Project Comments:
Wilmington International Airport
Extended Dry Detention Basin 1
Phase TT
3301-0903
Phase II (proposed) +
Phase I (existing)
Emergency Spillway Active Only
All other outlets assumed to be blocked
SIN:
Bentley PondPack (10.01.04.00) 11:01 AM
Appendix C
Bentley Systems, Inc.
9/8/2009
C-3

Table of Contents
Table of Contents
i
*************** NETWORK SUMMARIES (DETAILED) ***************
Watershed....... Dev100
Executive Summary (Nodes) 1.01
****************** DESIGN STORMS SUMMARY *******************
NHC............. Dev100
Design Storms ...................... 2.01
******************** RUNOFF HYDROGRAPHS ********************
PHASE II........ DevIO0
Unit Hyd. Summary .................. 3.01
SCS UH 10...... Dev100
Unit Hyd. Summary .................. 3.02
SCS UH 20...... Dev100
Unit Hyd. Summary .................. 3.03
*********************** POND VOLUMES ***********************
P 10........... Vol: Elev-Area ..................... 4.01
******************** OUTLET STRUCTURES *********************
PR 30 Weir Only Outlet Input Data .................. 5.01
Individual Outlet Curves ........... 5.03
Composite Rating Curve 5.07
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 11:01 AM 9/8/2009
Appendix C C-4

Table of Contents
Table of Contents (continued)
ii
t******************** POND ROUTING
P 10........... Pond E-V-Q Table 6.01
P 10 OUT Dev100
Pond Routing Summary 6.04
SIN:
Bentley PondPack (10.01.04.00)
I
11:01 AM
Appendix C
Bentley Systems, Inc.
9/8/2009
C-5

Type.... Executive Summary (Nodes) Page 1.01
Name.... Watershed Event• 100 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... 'TypeIII 24hr Tag: Dev100
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC
Storm Tag Name = Dev100
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time- .0000 kirs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
-----------------
Type
----
ac-ft
----------
Trun. hrs
cfs ft
MH-7
JCT
85.762
-----------
13.2000
-----------------
299.64
Outfall OUT 10
JCT
115.289
15.8500
187.36
P 10
IN POND
188.463
R 12.6500
659.25
P 10
OUT POND
100.158
16.0000
180.92 19.61
PHASE II
AREA
85.762
13.2000
299.64
SCS UH 10
AREA
101.941
12.6500
530.40
SCS UH 20
AREA
15.131
12.2500
126.37
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 11:01 AM 9/8/2009
Appendix C C-6

Type.... Design Storms Page 2.01
Name.... NHC Event: 100 yr
File.... J:\3301 {Wilmington)\0903 SW Phase II'.Pond Pack\Phase Ii + I Post.ppw
Storm... TypeIII 24hr Tag: Dev100
DESIGN STORMS SUMMARY
Design Storm File,ID = NHC
Storm Tag Name = Dev100
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 11:01 AM 9/8/2009
Appendix C C_7

Type.... Unit Hyd. Summary Page 3.01
Name.... PHASE II Tag: Dev100 Event: 100 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... TypeIII 24hr Tag: Dev100
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth 10.0000 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = work_pad.hyg - PHASE II Dev100
Tc = 1.8341 hrs
Drainage Area = 114.000 acres Runoff CN= 92
Computational Time Increment = .24455 hrs
Computed Peak Time = 13.2054 hrs
Computed Peak Flow = 299.83 cfs
Time
Increment for HYG File =
.0500
hrs
Peak
Time, Interpolated Output =
13.2000
hrs
Peak
Flow, Interpolated Output =
299.64
cfs
DRAINAGE AREA
ID:PHASE II
CN 92
Area 114.000 acres
S - .8696 in
0.2S = .1739 in
Cumulative Runoff
-------------------
9.0272 in
85.759 ac-ft
HYG Volume... 85.762 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc 1.83409 hrs (ID: PHASE II)
Computational Incr, Tm = .24455 hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333, K
= .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak, qp =
70.43
cfs
Unit
peak time Tp =
1.22273
hrs
Unit
receding limb, Tr =
4.89090
hrs
Total
unit time, Tb =
6.11363
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 11:01 AM 9/8/2009
Appendix C C_g

Type.... Unit Hyd. Summary Page 3.02
Name.... SCS UH 10 Tag: Dev100 Event: 100 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... TypeIII 24hr Tag: Dev100
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 10.0000 in
Rain Dir - J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = work_pad.hyg - SCS UH 10 Dev100
Tc = 1.0300 hrs
Drainage Area = 150.000 acres Runoff CN= 85
Computational
Time Increment
.13733
hrs
Computed Peak
Time
= 12.6344
hrs
Computed Peak
Flow
= 531.74
cfs
Time
Increment for HYG File =
.0500
hrs
Peak
Time, Interpolated Output =
12.6500
hrs
Peak
Flow, Interpolated Output =
530.40
cfs
DRAINAGE AREA
ID:SCS UH 10
CN = 85
Area = 150.000 acres
S - 1.7647 in
0.2S = .3529 in
Cumulative Runoff
8.1552 in
101.941 ac-ft
HYG Volume... 101.941 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc 1.02998 hrs (ID: SCS UH 10)
Computational Incr, Tm = .13733 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 165.01 cfs
Unit peak time Tp = .68665 hrs
Unit receding limb, Tr = 2.74661 hrs
Total unit time, Tb = 3.43326 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 11:01 AM 9/8/2009
Appendix C C-g

Type.... Unit Hyd. Summary Page 3.03
Name.... SCS UH 20 Tag: Dev100 Event: 100 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
T'itle... Main Parking lot Loop
Storm... TypeIII 24hr Tag: Dev100
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 10.0000 in
Rain Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
HYG File - ID = work—pad.hyg - SCS UH 20 Dev100
Tc = .3726 hrs
Drainage Area = 21.600 acres Runoff CN= 87
-------------------
Computational Time Increment = .04968 hrs
Computed Peak Time = 12.2720 hrs
Computed Peak Flow = 126.52 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.2500 hrs
Peak Flow, Interpolated Output = 126.37 cfs
DRAINAGE AREA
ID:SCS UH 20
CN = 87
Area = 21.600 acres
S 1.4943 in
0.25 = .2989 in
Cumulative Runoff
------------------
8.4063 in
15.131 ac-ft
HYG Volume... 15.131 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc =
.37263
hrs (ID: SCS UH 20)
Computational Incr, Tm =
.04968
hrs = 0.20000 Tp
Unit Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K = 483.43/645.333, K =
.7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit peak, qp =
65.68
cfs
Unit peak time Tp
.24842
hrs
Unit receding limb, Tr =
.99368
hrs
Total unit time, Tb
1.24211
hrs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 11.01 AM 9/8/2009
Appendix C C-10

Type.... Vol: Elev-Area
Name.... P 10
Page 4.01
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(ac-ft)
(ac-ft)
6.13
----- 0
0
.000
.000
7.00
----- 250
250
.002
.002
8.00
----- 13657
15755
.121
.122
9.00
----- 21965
52942
.405
.527
10.00
----- 94443
161954
1.239
1.767
11.00
----- 263058
515121
3.942
5.709
12.00
----- 411821
1004019
7.683
13.392
13.00
----- 506082
1374428
10.518
23.909
14.00
----- 539055
1567445
11.995
35.904
15.00
- 554897
1640871
12.556
48.460
16.00
----- 571752
1689911
12.932
61.392
17.00
----- 586156
1736817
13.291
74.682
18.00
600567
1780041
13.621
88.304
19.00
----- 615320
1B23786
13.956
102.260
20.00
630832
1869180
14.303
116.563
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN:
Bentley PondPack (10.01.04.00) 11:01 AM
Appendix C
Bentley Systems, Inc.
9/8/2009
C-11

Type.... Outlet Input Data
Name.... PR 30.Weir Only
Page 5.01
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I :Post.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 6.13 ft
Increment = .25 ft
Max. Elev.= 20.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- -----------------------------
Weir -Rectangular WO ---> TW 18.000 20.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 11:01 AM 9/8/2009
Appendix C C-12

Type.... Outlet Input Data
Name.... PR 30 Weir Only
Page 5.02
File.... J:',3301 {Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
----------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
Weir TW effects
= wo
= Weir -Rectangular
------------------
1
18.00 ft
33.50 ft
2.640000
(Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.10
cfs
Max.
Q
tolerance =
.10
cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 11:01 AM 9/8/2009
Appendix C C-13

Type.... Individual Outlet Curves
Name.... PR 30 Weir Only
Page 5.03
File.... 3:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO (Weir -Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev, Device Q
----------------
Tail Water Notes
---------------
WS Elev.
Q
--------------------------
TW Elev Converge
ft
---------
cfs
-----
ft +/-ft Computation Messages
-------- -----
6.13
.00
Free
--------------------------
Outfall
HW
& TW
below Inv.E1.=18.000
6.38
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
6.63
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
6.88
.DO
Free
Outfall
HW
& TW
below Inv.E1.=18.000
7.13
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
7.38
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
7.63
.00
Free
Outfall
HW
& TW
below Inv.El.-18.000
7.88
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
8.13
.00
Free
Outfall
HW
& TW
below Inv.El.-18.000
8.38
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
8.63
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
8.88
.00
Free
Outfall
HW
& TW
below Inv.El.=18.000
9.13
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
9.38
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
9.63
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
9.88
.00
Free
Outfall
HW
& TW
below Inv.El.=18.000
10.13
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 11:01 AM 9/8/2009
Appendix C C-14

Type.... Individual Outlet Curves
Name.... PR 30 Weir Only
i
Page 5.04
File.... 3:\3301 (Wiimington)\0903 SW Phase II\Pond Pack\Phase II + i Post.,ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO (Weir -Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
----------------
Tail Water Notes
---------------
WS Elev.
Q
--------------------------
TW Elev Converge
ft
--------
cfs
-------
ft +/-ft Computation Messages
-------- ----- --------------------------
10.38
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
10.63
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
10.88
.00
Free
Outfall
HW
& TW
below Inv.El.=18.000
11.13
.00
Free
Outfall
HW
& TW
below Inv.El.=18.000
11.38
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
11.63
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
11.88
.00
Free
Outfall
HW
& TW
below Inv.El.=18.000
12.13
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
12.38
.00
rree
Outfall
HW
& TW
below Inv.E1.=18.000
12.63
.00
Free
Outfall
HW
& TW
below Inv.El.=18.000
12.88
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
13.13
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
13.38
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
13.63
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
13.88
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
14.13
.00
Free
Outfall
HW
& TW
below Inv.El.=18.000
14.38
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 11:01 AM 9/8/2009
Appendix C C-15

Type.... Individual Outlet Curves
Name.... PR 30 Weir Only
Page 5.05
+File.... 3:\3301 (Wilmington)\0903 SW Phase Ii\Pond Pack\Phase Ii + I Post.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO (Weir -Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
----------------
Tail Water Notes
WS Elev.
Q
--------------- --------------------------
TW Elev Converge
ft
--------
cfs
-------
ft +/-ft Computation Messages
-------- -----
14.63
.00
Free
--------------------------
Outfall
HW
& TW
below Inv.E1.=18.000
14.88
.00
Free
Outfall
HW
& TW
below Inv.El.=18.000
15.13
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
15.38
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
15.63
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
15.88
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
16.13
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
16.38
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
16.63
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
16.88
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
17.13
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
17.38
.00
Free
Outfall
HW
& TW
below Inv.El.=18.000
17.63
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
17.88
.00
Free
Outfall
HW
& TW
below Inv.E1.=18.000
18.00
.00
Free
Outfall
H=.00;
Htw=.00; Qfree=.00;
18.13
4.15
Free
Outfall
H=.13;
Htw=.00; Qfree=4.15;
18.38
20.72
Free
Outfall
H=.38;
Htw=.00;
Qfree=20.72;
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 11:01 AM 9/8/2009
Appendix C C-16

A Type.... Individual Outlet Curves Page 5.06
Name.... PR 30 Weir Only
File.... d:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
1 RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO (Weir -Rectangular)
-------- -------------------------------
{1 Upstream ID = (Pond Water Surface)
1 DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
r------------------------------- --------------------------
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft Computation Messages
-------- ------- -------- ----- --------------------------
18.63 44.22 Free Outfall
H=.63; Htw=.00; Qfree=44.22;
18.88 73.01 Free Outfall
f H=.88; Htw=.00; Qfree=73.01;
19.13 106.23 Free Outfall
H=1.13; Htw=.00; Qfree=106.23;
19.38 143.37 Free Outfall
H=1.38; Htw=.00; Qfree=143.37;
19.63 184.05 Free Outfall
H=1.63; Htw=.00; Qfree=184.05;
19.88 227.97 Free Outfall
H=1.88; Htw=.00; Qfree=227.97;
20.00 250.15 Free Outfall
H=2.00; Htw=.00; Qfree=250.15;
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 11:01 AM 9/8/2009
Appendix C C-17

3
n
Type.... Composite Rating Curve
Name.... PR 30 Weir Only
Page 5.07
File.... 3:\33.01 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
***** COMPOSITE.OUTFLOW
SUMMARY ****
WS Elev,
Total Q
Notes
----------------
--------
Converge -------------------------
Elev.
Q
TW Elev
Error
ft
--------
cfs
-------
ft
--------
+/-ft
Contributing
Structures
6.13
.00
Free
-----
Outfall
--------------------------
None
contributing
6.38
.00
Free
Outfall
None
contributing
6.63
.00
Free
Outfall
None
contributing
6.88
.00
Free
Outfall
None
contributing
7.13
.00
Free
Outfall
None
contributing
7.38
.00
Free
Outfall
None
contributing
7.63
.00
Free
Outfall
None
contributing
7.88
.00
Free
Outfall
None
contributing
8.13
.00
Free
Outfall
None
contributing
8.38
.00
Free
Outfall
None
contributing
8.63
.00
Free
Outfall
None
contributing
8.88
.00
Free
Outfall
None
contributing
9.13
.00
Free
Outfall
None
contributing
9.38
.00
Free
Outfall
None
contributing
9.63
.00
Free
Outfall
None
contributing
9.88
.00
Free
Outfall
None
contributing
10.13
.00
Free
Outfall
None
contributing
10.38
.00
Free
Outfall
None
contributing
10.63
.00
Free
Outfall
None
contributing
10.88
.00
Free
Outfall
None
contributing
11.13
.00
Free
Outfall
None
contributing
11.38
.00
Free
Outfall
None
contributing
11.63
.00
Free
Outfall
None
contributing
11.88
.00
Free
Outfall
None
contributing
12.13
.00
Free
Outfall
None
contributing
12.38
.00
Free
Outfall
None
contributing
12.63
.00
Free
Outfall
None
contributing
12.88
.00
Free
Outfall
None
contributing
13.13
.00
Free
Outfall
None
contributing
13.38
.00
Free
Outfall
None
contributing
13.63
.00
Free
Outfall
None
contributing
13.88
.00
Free
Outfall
None
contributing
14.13
.00
Free
Outfall
None
contributing
14.38
.00
Free
Outfall
None
contributing
14.63
.00
Free
Outfall
None
contributing
14.88
.00
Free
Outfall
None
contributing
15.13
.00
Free
Outfall
None
contributing
15.38
.00
Free
Outfall
None
contributing
SIN:
Bentley PondPack (10.01.04.00) 11:01 AM
Appendix C
Bentley Systems, Inc.
9/8/2009
C-18

Type.... Composite Rating Curve
Name.... PR 30 Weir Only
Page 5.08
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
---------------- -------- Converge
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
-------- ------- -------- ----- --------------------------
15.63 .00 Free Outfall None contributing
15.88 .00 Free Outfall None contributing
16.13 .00 Free Outfall None contributing
16.38 .00 Free Outfall None contributing
16.63 .00 Free Outfall None contributing
16.88 .00 Frec Outfall None contributing
17.13 .00 Free Outfall None contributing
17.38 .00 Free Outfall None contributing
17.63 .00 Free Outfall None contributing
17.88 .00 Free Outfall None contributing
18.00 .00 Free Outfall WO
18.13 4.15 Free Outfall WO
18.38 20.72 Free Outfall WO
18.63 44.22 Free Outfall WO
18.88 73.01 Free Outfall WO
19.13 106.23 Free Outfall WO
19.38 143.37 Free Outfall WO
19.63 184.05 Free Outfall WO
19.88 227.97 Free Outfall WO
20.00 250.15 Free Outfall WO
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 11:01 AM 9/8/2009
Appendix C C-19

Type.... Pond E-V-Q Table Page 6.01
Name.... P 10
file.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
LEVEL POOL ROUTING DATA
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Inflow HYG file = work_pad.byg - P 10 IN Dev100
Outflow HYG file = work_pad.hyg - P 10 OUT Dev100
Pond Node Data = P 10
Pond Volume Data P 10
Pond Outlet Data = PR 30 Weir Only
No Infiltration
INITIAL
----------------------------------
CONDITIONS
Starting
WS Elev =
6.13
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment
.0500
hrs
Elevation
Outflow
Storage
Area
ft
-----------------
cfs
------------------------
ac-ft
sq.ft
6.13
.00
.000
0
6.38
.00
.000
21
6.63
.00
.000
83
6.88
.00
.001
1-86
7.13
.00
.003
838
7.38
.00
.013
2939
7.63
.00
.039
6316
7.88
.00
.088
10970
8.13
.00
.164
14626
8.3B
.00
.254
16583
8.63
.00
.355
18662
8.88
.00
.468
20864
9.13
.00
.602
28524
9.38
.00
.808
43542
9.63
.00
1.108
61725
9.88
.00
1.522
83072
10.13
.00
2.074
111583
10.38
.00
2.818
148560
10.63
.00
3.789
190819
10.88
.00
5.018
238361
Infilt.
Q Total
2S/t + 0
cfs
---------------------------------
cfs
cfs
.00
.00
.00
.00
.00
.02
.00
.00
.15
.00
.00
.52
.00
.00
1.55
.00
.00
6.50
.00
.00
19.06
.00
.00
42.77
.00
.00
79.58
.00
.00
122.90
.00
.00
171.82
.00
.00
226.69
.00
.00
291.60
.00
.00
390.96
.00
.00
536.43
.00
.00
736.80
.00
.00
1003.69
.00
.00
1363.78
.00
.00
1833.92
.00
.00
2428.78
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 11:01 AM 9/8/2009
Appendix C C-20

Type.... :Pond E-V-Q Table Page 6.02
Name.... P 10
File..... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
LEVEL POOL ROUTING DATA
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Inflow HYG file = work_pad.hyg - P 10 IN Dev100
Outflow HYG file = work_pad.hyg - P 10 OUT Dev100
Pond Node Data = P 10
Pond Volume Data = P 10
Pond Outlet Data = PR 30 Weir Only
No Infiltration
INITIAL
--------
CONDITIONS
Starting
-------- -------------
WS Elev =
6.13
-----
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
.0500
hrs
Elevation
Outflow
Storage
Area
Infilt.
Q Total
2S/t + O
ft
------------------------------------------------------------------------------
cfs
ac-ft
sq.ft
cfs
cfs
cfs
11.13
.00
6.520
280520
.00
.00
3155.44
11.38
.00
8.229
315677
.00
.00
3983.01
11.63
.00
10.147
352909
.00
.00
4911.12
11.88
.00
12.284
392217
.00
.00
5945.54
12.1.3
_00
14.638
423526
.00
.00
7084.80
12.38
.00
17.134
446497
.00
.00
8293.02
12.63
.00
19.764
470074
.00
.00
9565.90
12.88
.00
22.531
494258
.00
.00
10905.11
13.13
.00
25.426
510310
.00
.00
12306.04
13.38
.00
28.378
518489
.00
.00
13734.91
13.63
.00
31.377
526734
.00
.00
15186.60
13.88
.00
34.424
535043
.00
.00
16661.27
14.13
.00
37.515
541102
.00
.00
18157.45
14.38
.00
40.632
545048
.00
.00
19665.99
14.63
.00
43.772
549009
.00
.00
21185.51
14.88
.00
46.934
552984
.00
.00
22716.05
15.13
.00
50.119
557074
.00
.00
24257.72
15.38
.00
53.328
561272
.00
.00
25810.98
15.63
.00
56.562
565486
.00
.00
27375.92
15.88
.00
59.819
569716
.00
.00
28952.58
SIN:
Bentley PondPack (10.01.04.00)
11:01 AM
Appendix C
Bentley Systems, Inc.
9/8/2009
C-21

Type.... Pond E-V-Q Table Page 6.03
Name.... P 10
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
LEVEL POOL ROUTING DATA
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Inflow HYG file = work_pad.hyg - P 10 IN Dev100
Outflow HYG file = work_pad.hyg - P 10 OUT Dev100
Pond Node Data P 10
Pond Volume Data = P 10
Pond Outlet Data PR 30 Weir Only
No Infiltration
i
INITIAL CONDITIONS
Starting
WS Elev
= 6.13
ft
Starting
Volume
= .000
ac-ft
Starting
Outflow
= .00
cfs
Starting
Infiltr.
_ .00
cfs
Starting
Total Qout= .00
cfs
Time Increment
.0500
hrs
Elevation
Outflow
Storage
Area
Infilt.
ft
-----------------------------------------------------------
cfs
ac-ft
sq.ft
cfs
16.13
.00
63.101
573614
.00
16.38
.00
66.403
577204
.00
16.63
.00
69.726
580806
.00
16.88
.00
73.070
584418
.00
17.13
.00
76.434
588020
.00
17.38
.00
79.819
591612
.00
17.63
.00
83.225
595215
.00
17.88
.00
86.652
598828
.00
18.00
.00
88.304
600567
.00
18.13
4.15
90.099
602475
.00
18.38
20.72
93.567
606152
.00
18.63
44.22
97.057
609841
.00
18.88
73.01
100.567
613540
.00
19.13
106.23
104.099
617326
.00
19.38
143.37
107.653
621192
.00
19.63
184.05
111.229
625070
.00
19.88
227.97
114.828
628960
.00
20.00
250.15
116.563
630832
.00
SIN:
Bentley PondPack (10.01.04.00) 11:01 AM
Appendix C
Q Total 2S/t + O
cfs cfs
00
30540.78
00
32139.13
.00
33747.48
.00
35365.84
.00
36994.24
.00
38632.61
.00
40280.98
.00
41939.37
.00
42738.96
4.15
43611.97
20.72
45307.20
44.22
47019.58
73.01
48747.50
106.23
50490.21
143.37
52247.51
184.05
54019.10
227.97
55804.73
250.15
56666.75
Bentley Systems, Inc.
9/8/2009
C-22

7
i
I
Type.... Pond Routing Summary Page 6.04
Name.... P 10 OUT Tag: Dev100 Event: 100 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... TypeIII 24hr Tag: DevI00
LEVEL POOL ROUTING SU14MMARY
HYG Dir = J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\
Inflow HYG file = work_pad.hyg - P 10 IN Dev100
Outflow HYG file = work_pad.hyg - P 10 OUT Dev100
Pond Node Data = P 10
Pond Volume Data = P 10
Pond Outlet Data = PR 30 Weir Only
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
6.13
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow
= 659.25
cfs at 12.6500 hrs
Peak
-----------------------------------------------------
Outflow
= 180.92
cfs at 16.0000 hrs
Peak
Elevation
= 19.61
ft
Peak
Storage =
110.954
ac-ft
MASS BALANCE
--------------------------
(ac-ft)
+ Initial Vol
= .000
+ HYG Vol IN
= 188.463
- Infiltration
.000
- HYG Vol OUT
= 100.158
- Retained Vol
= 88.304
Unrouted Vol
- -.001 ac-ft
(.001% of Inflow Volume)
WARNING: Inflow hydrograph truncated on right side.
SIN:
Bentley PondPack (10.01.04.00) 11:01 AM
Appendix C
Bentley Systems, Inc.
9/8/2009
C-23

Appendix A
Index of Starting Page Numbers for ID Names
----- P ---
P 10... 4.01, 6.01, 6.04, 3.01
PR 30 Weir Only... 5.01, 5.03, 5.07,
3.02, 3.03, 1.01
SIN:
Bentley PondPack (10.01.04.00)
11:01 AM
Appendix C
A-1
Bentley Systems, Inc.
9/8/2009
C-24

APPENDIX D
CONVEYANCE PIPELINE COMPUTATIONS
(25 & 100-yr events)

Wilmington international Airport
Stormwater Management - Phase II
Extended Dry Detention Basin No. 1.
Conveyance Pipeline
Distribute flows from PondPack analysis of 264 acre
tributary are to pipelines, using area ratios.
Total Area 264 ac
Q-25 yr 541 cfs pg. D-2
Q-100 yr 659 cfs pg. D-3
Subarea
Area
% Area
Q-25 yr
Q-100 yr
Post A
20.0 ac
7.58%
41 cfs
50 cfs
Post B
61.4 ac
23.26%
126 cfs
153 cfs
Post C1
5.3 ac
2.01%
11 cfs
13 cfs
Post C2
2.5 ac
0.95%
5 cfs
6 cfs
Post D
8.9 ac
3.37%
18 cfs
22 cfs
Post J
3.9 ac
1..48%
8 cfs
10 cfs
Post K
114.0 ac
43.18%
234 cfs
285 cfs
216.0 ac 81.82% 443 cfs 539 cfs
Subarea (not draining to pipeline system)
Post E
5.0 ac
Post F
12.6 ac
Post G
2.0 ac
Post H
13.3 ac
EDDB
15.1 ac
48.0 ac
Tailwater at 72" outlets to basin
Peak inflow occurs at T=12.65 hours pgs. D-2, D-3
Q-25yr - WSEL at 12.65 hrs = 14.30 ft pg. D-4
Q-100yr - WSEL at 12.65 hrs =15.31 ft pg. D-5
Run HGL's using Bentley Stormcad software
Results: 25-yrflow contained within system pgs. D-6 to D-9
1:\3301(Wilmington)\0903 SW Phase II\Pond Pack\
subarea distrubition App D
att (2) Appendix D
D-1

Type.... Executive Summary (Nodes) Page 1.01
1 Name.... Watershed Event: 25 yr
J File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... TypeIIl 24hr Tag: Dev 25
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC
Storm Tag Name
--------------------------------------------------------------------
= Dev 25
Data Type, File, ID
= Synthetic
Storm
TypeIII
24hr
Storm Frequency
= 25 yr
Total Rainfall Depth= 8.0500
in
Duration Multiplier
= 1
Resulting Duration
= 24.0000
hrs
Resulting Start Time= .0000
hrs Step=
.1000 hrs
End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
-----------------
Type
--------------
ac-ft Trun.
--
hrs
cfs ft
MH-7
JCT
67.386
---------
13.2000
-----------------
238.02 .
Outfall OUT 10
JCT
158.079
16.
8
P 10 IN
POND
146.382 R
12.6500
540.65
P 10 OUT
POND
146.382
16.4000
148.92 17.37
PHASE II
AREA
67.386
13.2000
238.02
SCS UH 10
AREA
78.269
12.6500
411.80
SCS UH 20
AREA
11.697
12.2500
99.02
I SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:01 AM 9/9/2009
Appendix D D-2

i
Type.... Executive Summary (Nodes) Page 1.02
1 Name.... Watershed Event: 100 yr
I File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... T;rpeIII 24hr Tag: Dev100
i
i
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC
Storm Tag Name
--------------------------------------------------------------------
= Dev100
Data Type, File, ID
= Synthetic Storm
TypeIII
24hr
Storm Frequency
= 100 yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier
= 1
Resulting Duration
= 24.0000 hrs
Resulting Start Time= .0000 hrs Step=
.1000 hrs
End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
-----------------
Type ac-ft Trun. hrs
--------------
cfs ft
MH-7
--
JCT 85.762
---------
13.2000
-----------------
299.64
Outfall OUT 10
JCT 203.594
15.
.38
P 10 IN
POND 188.463
C7 12.6500
659.25
P 10 OUT
POND 188.463
15.8000
184.37 18.20
PHASE II
AREA 85.762
13.2000
299.64
SCS UH 10
AREA 101.941
12.6500
530.40
SCS UH 20
AREA 15.131
12.2500
126.37
S!N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:01 AM 9/9/2009
Appendix D D-3

Type.... Time-Elev
Page 2.01
Name.... P 10 OUT Tag: Dev 25 Event: 25 yr
File.... J:\3301 (Wilmington)\0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... TypeIII 24hr Tag: Dev 25
TIME vs. ELEVATION (ft)
Time I
Output Time
increment
= .0500 hrs
hrs I
---------1--------------------------------------------------------------
Time on
left represents
time for
first value in
each row.
2.5500 1
6.13
6.13
6.13
6.13
6.14
2.8000 1
6.14
6.14
6.14
6.15
6.15
3.0500 1
6.16
6.17
6.17
6.18
6.19
3.3000 j
6.21
6.22
6.24
6.26
6.28
3.5500 1
6.31
6.36
6.39
6.41
6.43
3.8000 1
6.45
6.47
6.49
6.51
6.54
4.0500 1
6.58
6.62
6.66
6.70
6.74
4.3000 1
6.79
6.83
6.89
6.99
7.03
4.5500 1
7.10
7.14
7.17
7.21
7.26
4.8000
7.32
7.38
7.41
7.45
7.49
5.0500 1
7.54
7.60
7.64
7.68
7.72
5.3000 1
7.76
7.80
7.85
7.90
7.93
5.5500 1
7.97
8.01
8.06
8.10
8.15
5.8000 1
8.19
8.24
8.29
8.34
8.39
6.0500
8.44
8.49
8.54
8.59
8.65
6.3000 1
8.70
8.76
8.81
8.87
8.92
6.5500 I
8.97
9.03
9.08
9.14
9.18
6.8000 j
9.22
9.26
9.30
9.35
9.39
7.0500 1
9.42
9.45
9.49
9.52
9.56
7.3000 1
9.60
9.63
9.66
9.69
9.72
7.5500
9.75
9.79
9.82
9.85
9.89
7.8000
9.91
9.94
9.97
10.00
10.03
8.0500
10.06
10.09
1.0.13
10.15
10.18
8.3000
10.20
10.23
10.26
10.29
10.31
8.5500 1
10.34
10.37
10.40
10.42
10.45
8.8000 1
10.47
10.50
10.53
10.56
10.59
9.0500 1
10.61
10.64
10.67
10.69
10.72
9.3000 I
10.74
10.77
10.80
10.83
10.86
9.5500 1
10.89
10.91
10.94
10.97
10.99
9.8000 1
11.02
11.05
11.08
11.11
11.14
10.0500 1
11.17
11.20
11.23
11.26
11.29
10.3000 1
11.32
11.35
11.38
11.41
11.44
10.5500 1
11.47
11.51
11.54
11.57
11.61
10.8000 1
11.64
11.67
11.71
11.74
11.78
11.0500 1
11.81
11.85
11.89
11.92
11.96
11.3000
11.99
12.03
12.07
12.11
12.15
11.5500 J
12.19
12.24
12.28
12.33
12.37
11.8000 1
12.42
12.48
12.53
12.59
12.66
12.0500 1
12.73
12.81
12.90
13.00
13.11
13.23
13.36
13.65
13.81
�.O
13.97
14.14
14.30
14.47
14.63
1
14.79
14.94
15.08
15.22
15.34
13.0500 1
15.46
15.58
15.68
15.78
15.87
SIN:
Bentley PondPack (10.01.04.00) 10:01 AM
Appendix D
Bentley Systems, Inc.
9/9/2009
D-4

I
Type.... Time-Elev Page 2.13
Name.... P 10 OUT Tag: Dev100 Event: 100 yr
File.... J.\3301 (Wilmington)\.0903 SW Phase II\Pond Pack\Phase II + I Post.ppw
Storm... TypeIII 24hr Tag: Dev100
TIME vs. ELEVATION (ft)
Time I
Output Time
increment
= .0500 hrs
hrs I
-----------------------------------------------------------------------
Time on
left represents
time for
first value in
each row.
2.0500 1
6.13
6.13
6.13
6.13
6.14
2.3000
6.14
6.14
6.14
6.15
6.15
2.5500 1
6.16
6.17
6.17
6.18
6.20
2.8000 1
6.21
6.23
6.24
6.26
6.29
3.0500 1
6.34
6.38
6.40
6.42
6.45
3.3000 1
6.47
6.50
6.52
6.56
6.60
3.5500 1
6.65
6.70
6.75
6.81
6.87
3.8000 1
6.98
7.03
7.11
7.15
7.19
4.0500 I
7.24
7.30
7.37
7.41
7.45
4.3000 I
7.50
7.56
7.62
7.66
7.70
4.5500 1
7.75
7.80
7.86
7.90
7.95
4.8000 I
7.99
8.04
8.09
8.14
8.19
5.0500 1
8.24
B.30
8.36
8.41
8.47
5.3000 I
8.53
8.59
8.65
8.71
8.7*7
5.5500
8.84
8.90
8.96
9.02
9.08
5.B000
9.14
9.18
9.23
9.27
9.32
6.0500 I
9.37
9.41
9.44
9.48
9.52
6.3009 1
9.56
9.60
9.63
9.66
9.70
6.5500 1
9.73
9.76
9.79
9.83
9.86
6.8000 1
9.89
9.92
9.95
9.98
10.01
7.0500 1
10.04
10.07
10.10
10.13
10.16
7.3000 1
10.18
10.21
10.24
10.26
10.29
7.5500 1
10.32
10.35
10.38
10.40
10.43
7.8000 1
10.45
10.48
10.50
10.53
10.56
8.0500 1
10.59
10.61
10.64
10.66
10.69
8.3000 1
10.71
10.74
10.76
10.79
10.82
8.5500 I
10.84
10.87
10.90
10.92
10.94
8.8000
10.97
11.00
11.02
11.05
11.08
9.0500 1
11.10
11.13
11.16
11.19
11.21
9.3000 I
11.24
11.27
11.30
11.33
11.36
9.5500 J
11.39
11.42
11.45
11.48
11.51
9.8000 1
11.54
11.57
11.61
11.64
11.67
10.0500 1
11.70
11.73
11.77
11.80
11.84
10.3000 1
11.87
11.90
11.94
11.97
12.01
10.5500 1
12.04
12.08
12.11
12.15
12.19
10.8000 1
12.23
12.26
12.30
12.34
12.38
11.0500
12.42
12.47
12.51
12.55
12.59
11.3000 I
12.63
12.68
12.72
12.77
12.81
11.5500 1
12.86
12.91
12.96
13.01
13.06
11.8000 I
13.12
13.18
13.24
13.31
13.39
12.0500 1
13.47
13.57
13.67
13.79
13.92
1 0 1
14.06
14.22
14.56
14.74
12.5500
14.93
15.12
15.31
15.50
15.68
SIN:
Bentley PondPack (10.01.04.00) 10:01 AM
Appendix D
Bentley Systems, Inc.
9/9/2009
D-5

MF
MH-1
233 cfs
Pnc. K
Appendix D
M.

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MH
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D-10

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(74) UGIIBAG13

APPENDIX E
OUTLET PROTECTION & CHANNEL LINING
COMPUTATIONS

Worksheet for Emergency Spillway
Projeot Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Bottom Width
Discharge
Results
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type
WOT CL Z
0.078
0.08600
ft/ft
4.00
ft/ft (H:V)
4.00
ft/ft(H:V)
30.00
ft
88.44
ft3/s U
0.67 ft
21.88 ft2
35.52 ft
0.62 ft
35.36 ft
0.63 ft
0.10675 ft/ft
4.04 ft/s
0.25 ft
0.92 ft
0.91
Subcritical
T - J 45
(0-9 p cj) ( o t67') 60
o psi
d z 3.0o psi
@bsd-a'--�YTd =Lt. on p s�
030 4- ld " 4 �d = 3,33 sf
/VO add At(,4 1 o h o Ot __!! ;
��eT � 5 h �r
y
Cqrreiqt des yn is adetua� e. 4r ��t5 pro\eat
See Ott`.Gt",q,I des 6j, A 41hui,tka baS_
PKIergv
encl `r&,u
J y-

!
Se
Worksheet T7 6 r,6-b
Worksheet for Trapezoidal Channel
C
Project Description
i
Worksheet
Trapezoidal Channf
Flow Element
Trapezoidal Chann(
Method
Manning's Formula
Solve For
Channel Depth
ks
Input Data
I 1
f 'L o r�J � ,✓G- / �7 �7P
Mannings Coeffic
Slope
0.078
086000 ft/ft
C
� ) t�L— �5 eF-7 7
Left Side Slope
Right Side Slope
4.00 H.: V
4.00 H : V
f9,
L;
Bottom Width
Discharge
30.00 ft
79.20 cfs
Q
Results
v r M r 2 C �,e-
Depth
0.63 ft
Flow Area
Wetted Perim
20.4 ft2
_
35.17 ft
_
e
4 ,
Top Width
Critical Depth
35.02 ft
0.58 ft
^7
l 0
Critical Slope 0.109120 ft/ft
Velocity
Velocity Head
3.88 ft/s
0.23 ft
' D ! 3 f _
T`�L 0 5
Specific Enerc
Froude Numb,
0.86 ft
0.90
Flow Type 3ubcritical
3.38 s�
ITT
��L � off'
�. qk —� T
J - 3, o o
IN
- 24 —� f , r T. u jtj
r2(P (e E /(.)
t
D� = lot' -�
1 T-d
Ve
cLT Rye W, Z 7xtCA. ---
t
i 1
c:\haestad\fmw\ilm 0501.fm2
05/25/05 10:19:57 AM ©Haestad Methods, Inc.
Talbert &Bright FlowMaster v6.0 [614d]
37 Brookside Road Waterbury, CT 06708 USA (203) 7551 -666
Page 1 of 1

j�
-1
I
Table 8.05f Manning's Roughness Coefficient
n - value
_ n value for De
n as
Lining Category
Llning Type 0-0.5 ft 0.5-2.0 ft
t
Rigid
(0-15 cm} 615-60 c
2.0 ft
(> SO cm'
IPA
Concrete 0..015 0.013
Grouted Riprap
0.013
0.015
Stone Masonry 0.042 0.030
0.028
Soll Cement 0.032
0.025 0.022
0.030
Unlined
Asphalt 0.018 0.016
Bare Soli
0.020
0,016
j
Rock Cut 0.023 0.020
0.020
(
Gravel Ri ra
P p
0.045 0.035
1-Inch (2.5-cm) D5a
0.025
0.044 0.033
2-Inch (5-cm) D5o 0.066
0.030
Rock Ri ra
Riprap
0
6-inch (15-cm} D5a
0.034
p
0,104
12-Inch (3o-cm) D5o
5
— 0. 78
Note: Values listed are representative values for the respective depth ranges, Mann 0.040
mg's roughness coefficients, n, vary wr the flow depth.
A
DETERMINING SHEAR STRESS
Shear stress, T, at normal depth is computed for the lining by the following
equation:
T=yds
Td := Permissible shear stress
,r • where:
T = shear stress in lb/ftz
i' Y = unit weight of water, 62.4 lb/ft'
- , d = flow depth in ft
l
s — channel gradient in ft/ft.
If the permissible shear stress, Td, given in Table 8.05g is greater than the
computed shear stress, the rprap or temporary lining is considered acceptable.
If a lining is unacceptable, select a lining with a higher permissible shear stress
and repeat the calculations for normal depth and shear stress. In some cases it may be necessary to alter channel dimensions to reduce the shear stress.
Computing tractive force around a channel bend requires special considerations
because the change in flow direction imposes higher shear stress on the channel
bottom and banks. The maximum shear stress in a bend; Tb, is giver.. by -the
following equation:
b bT
where;
= K
Tb = bend shear stress in lb/ft2
'Y
Kb = bend factor
T = computed stress for straight channel in lb/ft2
The value of Kb is related to the radius of curvature of the channel at its center line, Re, and the bottom width of the channel, B, Figure 8.05e, The length of
I, channel requiring protection downstream from a bend, Lp, is a function of the
roughness of the lining material and the hydraulic radius as shown in Figure
l 8.05f.
8.05.12
tC Z
i, Rev. IV93

Appendices
Table 8.05g
Permissible Shear Stresses
Permissible Unit Shear stress T
ing gory Lining Type '
for Riprap and TemporaryFTempor:ary
Liners(lb/W)
Woven Paper Net
0.115
IJute Net
0.45
Fiberglass Roving;
Single
Double
0.60
Straw with Net
0.85
1.45
Curled Wood mat
1.55
Synthetic Mat
2.00
dso Stone Size (inches)
Gravel Riprap 1
2
0,33
Rock Riprap 6
0.67
2.00
2
_ 00
15
00
5.00
18
21
6.00
24
7.80
8.00
Adapted From: FHWA, HEC-15. April 1983, pgs. 17 & 37.
Design Procedure- The following is a step-by-step
procedure for designing a temporary
Temporary Liners channel. Because temporary liners have a short period of service,
liner for a
the design Q
may be reduced. For liners that are needed for six months or less, the 2-yr
frequency storm is recommended.
Step 1. Select a liner material suitable for site conditions and application.
Determine roughness coefficient from
manufacturer's specifications
8.05e, pg. 8.05.10.
or. Table
Step 2. Calculate the normal flow depth using Manning's equation (Figure
8.05d). Check to see that depth is consistent with that assumed for selection of
Manning's n in Figure 8.05d, pg. 8.05.11. For smaller runoffs Figure 8.05d is
not as clearly defined. Recommended solutions can be determined by using the
Manning equation.
Step 3. Calculate shear stress at normal depth.
Step 4. Compare computed shear stress with the permissible shear stress for
the liner.
Step 5. if computed shear is greater than permissible shear, adjust channel
dimensions to reduce shear or select a more resistant lining and repeat steps 1
through 4.
Design of a channel with temporary lining is illustrated in Sample Problem
8.05b, pg. 8,05.14.
�5,3
Rev. 1?J93
8.05.13

Worksheet for 72" Outlets
Project Description
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
Roughness Coefficient
0.040
Channel Slope
Left Side Slope
0.00560
ft/ft
Right Side Slope
Bottom Width
Discharge
4.00
541.00
ft
ft'/s -65
Results
Normal Depth
Flow Area
4.67
ft
Wetted Perimeter
105.90
ft2
Hydraulic Radius
42.51
ft
Top Width
2.49
ft
Critical Depth
41.36
ft
Critical Slope
3.62
ft
Velocity
0.01908
ft(ft
Velocity Head
5.11
ft/s
Specific Energy
0.41
ft
Froude Number
5.08
ft
Flow Type
0.56
Subcritical
7= yds
= (0.11 pcf)N-0/) (.0050
=1, e3 ps-f
/Ucnar CL T , I' Ack
d so , 10 ,, N =- 3.33 p5,f-
Cttrrr'e'q+ a LO5�h
�s
�c(equd�
r
roj ,eC41
See 0���,`n4[
45 fin
(owl,
p
C041rg.t9 evisfm 7)
P rOP654 -7). //
he - A5441 W 1 S'
Medr'Ped 3�-//

Worksheet
Worksheet for Trapezoidal Channel
ftolsv- Oe6,r
i
Project Description
Worksheet
Trapezoidal Chann(
Flow Element
Trapezoidal Channc
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coeffic
0.040
Slope
005600 ftfft
Left Side Slope
4.00 H : V
Right Side Slope
4.00 H : V
Bottom Width
4.00 ft
Discharge
412.00 cfs
Results
Depth
4.17 ft
Flow Area
86.4 ftz
Wetted Perim,
38.41 ft
Top Width
37.39 ft
Critical Depth
J.zu ft
Critical Slope 0,019784 ft/ft
Velocity
4.77 ft/s
Velocity Head
0.35 ft
Specific Enerc
4.53 ft,
Froude Numb,
0.55
Flow Type 3ubcritical
OPAWN� @ 724 a�n
`L
R-W C..cNt 4— �
o N Q Zs I�F1.0-j -M 312�c ►J
cb pU ��
SD = tb�0— 'l,GiD
zSDI-,'
UU
r-
1. s fsf
I^ L .z 9-� P W
to"
c:lhaestadlfmwlilm o5o1.fm2
05/25/05 10:30:47 AM © Haestad Methods, Inc. 37 Brookside aRo dlbert � Waterbury, CT 06708 USA 203 755-1666 Bright FlowMaster page
[I of i
i � Page 1 of 1

Worksheet for Low Flow Channel - Upper Section
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope
0.00182 ft/ft
Discharge 541.00 ft3/s
Section Definitions
Stafiort (ft) Elevation (ft)
0+00
4.00
0+04
3.00
1+04
2.00
1+12
0.00
1+16
0.00
1 +24
2.00
2+24
3.00
2+28
4.00
Roughness Segment Definitions
start Stabon Enchng Smor1
Roughness Coefficient
(0+00, 4.00) (1+04, 2.00)
(1+04, 2.00) (1+24, 2.00)
(1+24, 2.00) (2+28, 4.00)
Op tons
current Roughness Weighted
Method Lotter's Method
Open Channel Weighting Method Lotter's Method
Closed Channel Weighting Method Horton's Method
�_, ;.
Normal Depth
3.42 ft
Elevation Range 0.00 to 4.00 ft
Flow Area
236.42 ft2
0.030
0.035
0.030
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Page 1 of 2 2

Worksheet for Low Flow Channel - U
Results
Wetted Perimeter
Hydraulic Radius
223.94
it
Top Width
1.06
ft
Normal Depth
223.34
It
Critical Depth
3.42
It
Critical Slope
2.89
ft
Velocity0.01420
ft/ft
Velocity Head
2.29
ff/s
Specific Energy
0.08
ft
Froude Number
3.50
It
Flow Type
0.39
Subcritical
-r= y d5
(Ca pc'�-)
= .37 psi'.
r Section
Cu r-e nn� d.5k � I`s ads ud[ J
p
See ofdeSi h On 4
`lo wl FOR e s
�y
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Company Drive Suite 200 W 2 Watertown, CT 08795 USA [phone] Page 2 of 2

1
Worksheet
Worksheet for Irregular Channel
P�`19 T 6�h
11'
Project Description
Worksheet Irregular Channel
Flow Element Irregular Channel
Method Manning's Formul
Solve For Channel Depth
Input Data
Slope 001820 ft/ft
Dlschargi 412.00 cfs
Options
Current Roughness Methc>ved Lotter's Method
Open Channel Weighting wed Lotter's Method
Closed Channel Weightinc Horton's Method
Results
Mannings Coefficiei 0.030
Water Surface Elev 3.28 ft
Elevation Range .00 to 4.00
Flow Area 206.5 ft2
Wetted Perimeter 222.83 ft
Top Width 222.26 ft
Actual Depth 3.28 ft
Critical Elevation 2.76 it
Critical Slope 0.016154 ft/ft
Velocity 2.00 ft/s
Velocity Head 0.06 ft
Specific Energy 3.34 ft
Froude Number 0.36
Flow Type Subcritical
Roughness Segments
Start End Mannings
Station Station Coefficient
-------------
0+00 1+04 0.030
1+04 1+24 0.035
1 +24 2+28 0.030
Natural Channel Points
Station Elevation
(ft) (ft)
0+00 4.00
0+04 3.00
1+04 2.00
1+12 0.00
1+16 0.00
1+24 2.00
2+24 3-.00
2+28 4.00
F-�'J 0WAtJVQ
PO(Z—D Lr-J r
Q of JC2
Cal or Up/ 07- ;
1�G >L ecn�s
S-NI-JE
It
b 10 c7
L> 50
7A
71 y
`f
�
q
c:lhaestadlfmwlilm 05o1.fm2
05/25/05 10:38:26 AM © Haestad Methods, Inc. 37 Brookside aR add Waterbury, CT 06708 USA [phone] Bright FlowMaster vPaagge of [ I of 1
1

f
E
Project Description
Worksheet
Irregular Channel
Flow Element
Irregular Channel
Method
Manning's Formul
Solve For
Channel Depth
Section Data
Mannings CoefFiciei
0.030
1
Slope
0.001820 ft/ft
Water Surface Elev
3.28 ft
Elevation Range
00 to 4.00
Discharge
412.00 cfs
Cross Section
Cross Section for Irregular Channel
Q+00 — i
0+50 1+00 1+50
2+00 2+50
u t VA
1 (O j' H :1
N TS
,6✓ (47
c:lhaestadlfmw\IIm 0501.fm2
Bright
05/25/05 10:38:49 AM © Haestad Methods, Inc. 37 BrooksideaRoadlbert $ Waterbury, CT 06708 USA [phone] FlowMaster v6.0 [614d]
Page 1 of 1

Worksheet for Low Flow Channel - Lower Section
Project Description
Friction Method
Solve For
Input Data
Channel Slope
Discharge
Section Definitions
Station (ft)
Manning Formula
Normal Depth
0.00182 ft/ft
541.00 {t;/s
Elevattovi (4)
0+00
4.00
0+04
3.00
1 +04
2.00
1 +12
0.00
1+37
0.00
1+45
2.00
2+45
3.00
2+49
4.00
Roughness Segment Definitions
Start Station
`rding n
Roughness Coefficient
(0+00, 4.00)
(1+04, 2.00)
0.030
(1+45, 2.00)
0.035
0.030
Opticns
current Roughness Weignted
Method Lotter's Method
Open Channel Weighting Method Loner's Method
Closed Channel Weighting Method Horton's Method
Pesui ;S
Normal Depth
Elevation Range 0.00 to 4.00 ft
3.06 tt
Flow Area
222.11 ft
Bentley Systems, Inc. Haestad Methods Solution Center
7/24/2009 3:04:09 PM 27 Slemons Company Drive Suite 200 W
FlowMaster [D6.11.00.0
Watertown, CT 06795 USA [phone]Bentley
Page 1 of 2
2

Wcrksheet for Low Flow Channel - Lower Section
Results
Wetted Perimeter
Hydraulic Radius
242.02
ft
Top Width
0.92
ft
Normal Depth
241.50
ft
Critical Depth
3.06
ft
Critical Slope
2.47
It
Velocity
0.00955
ft/ft
Velocity Head
2.44
ft/s
Specific Energy
0.09
ft
Froude Number
3.15
It
Flow Type
0.45
Subcritical
y 45
6111 3.11� o DOI$t�
13 5 j6iz5�
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[g� 011 7C&W'� VC14K.
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
7/24/2009 3:04:09 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203.755-1666
Page 2 of 2

f
11
r ".
Project Description
Worksheet Irregular Channel
Flow Element Irregular Channel
Method Manning's Formul
Solve For Channel Depth
Input Data
Slope 001820 ft/ft
Discharg( 412.00 cfs
Options
Current Roughness Methc)ved Lotter's Method
Open Channel Weighting wed Lotter's Method
Closed Channel Weighting Horton's Method
Results
Mannings Coefflcgei 0.029
Water Surface Elev 3.01 ft
Elevation Range .00 to 4.00
Flow Area 209.3 ft'
Wetted Perimeter 241.58 ft
Top Width 241.08 ft
Actual Depth 3.01 ft
Critical Elevation 1.84 ft
Critical Slope 0.011078 ft/ft
Velocity 1.97 ft/s
Velocity Head 0.06 ft
Specific Energy 3.07 ft
Froude Number 0.37
Flow Type Subcritical
Roughness Segments
Start End Mannings
Station Station Coefficient
------------
0+00 1+04 0.030
1+04 1+45 0.035
1+45 2+49 0.030
Natural Channel Points
Station Elevation
(ft) (ft)
0+00 4.00
0+04 3.00
1+04 2.00
1+12 0.00
1+37 0.00
1+45 2.00
2+45 3.00
2+49 4.00
Worksheet
Worksheet for Irregular Channel
Q zs 1� rk- U-) I OFF (-J -- 112 C41
(Z-,Yx ?,01 -,<, Oo) 3-L
o,3ypj�,
s�Nr drCCIA—
-
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Project Description
Worksheet
Irregular Channel
Flow Element
Irregular Channel
Method
Manning's Formul
Solve For
Channel Depth
--------------
f Section Data
I Mannings Coefflciei
0.029
Slope
0.001820 ft/ft
Water Surface Elev
3.01 ft
i Elevation Range
.00 to 4.00
s Discharge
I
412.00 cfs
Cross Section
Cross Section for Irregular Channel
---- ----- - --
0+00 0+50 1+00 1+50
�a 2+00 2+50
V:1�
HA
I N TS
6 ,,s
c:lhaestadlfrnwlilm 0501.fm2 Bright v6.0
lbert
05/25/05 10:45:25 AM C Haestad Methods, Inc. 37 13rooksideaRo d& Waterbury, CT 06708 USA [phone] FlowMaster Page I [ of I
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Apply the provisions of Article 1040-4, 1040-6, and 1040-7 to all cction 1040
sand, and water. Section
SECTION 1042
RIP RAP MATERIALS
1042-1 PLAIN RIP RAP.
Stone for plain rip rap consists of field stone or rough unhewn quarry stone. The
stone must be sound, tough, dense, resistant to the action of air and water, and suitable in
all other respects for the purpose intended. Where broken concrete from demolished
structures or pavement is available, it may be used in place of stone provided that such use
meets with the approval of the Engineer. However, the use of broken concrete which
contains reinforcing steel will not be permitted.
All stone must meet the approval to the Engineer. While no specific gradation is
required, equally distribute the various sizes of the stone within the required size range.
The size of an individual stone
dimension. particle will be determined by measuring its long
Stone or broken concrete for Rip Rap must meet the requirements of Table 1042-1
for the class and size distribution.
TABLE 1042-1
ACCEPTANCE CRITERIA FOR RIP RAP
AND STONE FOR EROSION CONTROL
REQUIRED STONE SIZES — INCHES (mm)
A 2 151
B 5 (12'
1 5 1z,
2 9 (22S
MIDItt4 152'
8 305
10175 17 432
14 23 (594
No more than 5.0% of the material furnished can be less than the minimum size
specified nor no more than 10.0% of the material. can exceed the maximum size specified.
1042-2 FILTER FABRIC.
The filter fabric must meet the requirements of Section 1056 for Type 2 fabric.
1042 3 TESTING.
Test Rip Rap materials in accordance with the requirements of Sections 10054(E) Resistance to Abrasion, this section and
and 1005-4(F) Soundness. Satisfactory
resistance to abrasion will be considered to be a percentage of wear of not greater than
55 percent. Satisfactory. soundness will be considered to be a loss in weight of not greater
than 15 percent when subjected to 5 alterations of the soundness test.
SECTION 1044
SUBSURFACE DRAINAGE MATERIALS
1044-1 SUBDRAIN FINE AGGREGATE.
The subdrain fine aggregate must meet the gradation requirements for No. 2S or
No. 2MS sand as shown in Table 1005-2.
10-67

APPENDIX E
DRAINAGE MAPS - EXISTING & PROPOSED
CONDITIONS

M:\3301(wia)\0903 SW Phase II\Existing + Proposed Exhibits.dwg, BUA, 10/19/2009 3:01:10 PM, rem

M:\331

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S E P 2 A. 2009
Permit Number:
BY: (to be provided b DW [
Drainage Area Number: $ CO/177C1'j
Dry Extended Detention Basin
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The dry extended detention basin system is defined as the dry detention basin, outlet
structure, pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
® does ❑ does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
— The drainage area will be managed to reduce the sediment load to the dry
extended detention basin.
— Immediately after the dry extended detention basin is established, the vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
— No portion of the dry extended detention pond will be fertilized after the first
initial fertilization that is required to establish the vegetation.
— I will maintain the vegetation in and around the basin at a height of
approximately six inches.
— Once a year, a dam safety expert will inspect the embankment.
After the dry extended detention basin is established, it will be inspected once a quarter
and within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in
a Coastal County). Records of operation and maintenance will be kept in a known set
location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the dry
Areas of bare soil and/or
Regrade the soil if necessary to
extended detention
erosive gullies have formed.
remove the gully, and then plant a
basin
ground cover and water until it is
I
I established. Provide lime and a
one-time fertilizer application.
Form SW401-Dry Detention O&M-Rev.3
Page 1 of 4

SEP 2 4 2U09
BY:
BMP element:
Potential roblem:
How I will remediate theproblem:
The inlet device: pipe or
swale
The pipe is clogged (if
applicable).
Unclog the pipe. Dispose of the
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
swale (if applicable).
Regrade the swale if necessary to
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accumulated
Search for the source of the
and reduced the depth to 75%
of the original design depth
(see diagram below).
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred or
Provide additional erosion
riprap is displaced.
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticides are used, wipe
them on the plants rather than
spraying.
The main treatment area
Sediment has accumulated
Search for the source of the
and reduced the depth to 75%
of the original design depth
(see diagram below).
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP. Revegetate disturbed
areas immediately with sod
(preferred) or seed protected with
securely staked erosion mat.
Water is standing more than
5 days after a storm event.
Check outlet structure for clogging.
If it is a design issue, consult an
appropriate professional.
Weeds and noxious plants are
growing in the main
Remove the plants by hand or by
wiping them with pesticide (do not
treatment area.
spray).
Fonn SW401-Dry Detention O&M-Rev.3 Page 2 of 4

SEP 2 4 ?Lilly
FBY: 1
BMP element:
Potentialproblem:
How I will remediate theproblem;
The embankment
Shrubs or trees have started
Remove shrubs or trees
to grow on the embankment.
immediately.
Grass cover is unhealthy or
eroding.
Restore the health of the grass cover
- consult a nrofessional if necessary.
Signs of seepage on the
downstream face.
Consult a professional.
Evidence of muskrat or
beaver activity is present.
Use traps to remove muskrats and
consult a professional to remove
beavers.
An annual inspection by an
appropriate professional
Make all needed repairs.
shows that the embankment
needs repair.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
o1ltlet.
Quality 401 Oversight Unit at 919-
733-1786.
The measuring device used to determine the sediment elevation shall be such that it will
give an accurate depth reading and not readily penetrate into accumulated sediments.
When the basin depth reads 9.51 feet in the main pond, the sediment shall be removed.
When the basin depth reads 8.97 feet in the forebay, the sediment shall be removed.
Sediment Removal
Bottom
BASIN DIAGRAM
(fill in the blanks)
p Temporary Pool Elevation 12.35
11.03 Te or Pool emporar}
L8.2
- - - - - - - - - - - - olume Sediment Removal Elevation 10.49 Volume
25%-------------------------------------------- ----2hi
Sediment Bottom Elevation 6.13 25%
Storage Stc
FOREBAY MAIN POND
Form SW401-Dry Detention O&M-Rev.3 Page 3 of 4

Permit Number: ` �—
S E P 2 4 2009 1 (to be provided by DWQ)
IBY: _ i
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Pies,_t
Project name: Wilmington International Airport Stormwater Management - Phase II
BW drainage area number:I
Print name:Jon W. Rosborough
Title:Aimort Director
Address:1740 Airport Boulevard Wilmington NC 28405
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1, SANapA S . k0c r ( , a Notary Public for the State of
NoQi H Owpuj4A , Countyof 1V..5.) oVa_ , do hereby certify that
—Tom &)•'Ra58a+2oucm personally appeared before me 'finis 7*-
day of _ A ucug:= , ,lop , and acknowledge the due execution of the
forgoing dry detention basin maintenance requirements. Witness my hand and official
seal, v4a. )/
puM11"11
` 1�•
CY
tA0TAgY�
IJ8LIC �ti
SEAL
My commission expires o(o%gl.poll _
Form SW401-Dry Detention O&M-Rev.3 Page 4 of 4

NCUENR
Permit No. 6W p V<n`� '
(to be provided by Dft)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
DRY EXTENDED DETENTION BASIN SUPPLEMENT
This form must be 611ed out printed and submitted.
The RequiredItems Checklist (Part///) must be printed, Alledout and submineda/ong with all the required information.
I PROJECT INF6RMATION
Project name YNUnelgtan lrrterraraf AtorE Sty Adariagement- PltaSe fl
Contact person Jan W Resborauglk Airpnrtf3eackir
Phone number (810) 4" 433-3-wt.11101
Data 88lll'1I
. .
Drainage area number
tl- DESIGN INFORPAATION"
Site Characteristics
Drainage area :Z 10-1 fe
Impervious area lyg ftz
%Impervious `4.9 0 X 150 ac) + (1.5" X 114 ac)
Design rainfall depth 122 In
Peak Flow Calculations (150 ac + 114 ac)
1-yr, 24-hr rainfall depth
3.83
in
Rational C, pre -development
0+38
(unitless)
Rational C, post -development
0.7:5
(unitless)
Rainfall intensity: 1-yr, 24-hr storm
6.16
in/hr
Pre -development 1-yr, 24-hr peak flow
16:01
fe/sec
Post -development 1-yr, 24-hr peak flow
3202.
fP/sec
Pre/Post 1-yr, 24-hr peak control
16.01
if/seC
Storage Volume: Non -SA Waters
Minimum required volume
,
ft
Provided volume
1,058,i12.00.
fe
Sediment storage volume provided
206,459.00
:' fe
Storage Volume: SA Waters
1.5' runoff volume
fe
Pre -development 1 yr, 24-hr runoff volume
ft
Post -development 1-yr, 24-hr runoff volume
ie
Minimum required volume
f
Provided volume
fe
Sediment storage volume provided
ft
Basin Design Parameters
Drawdown time
2.37
days
SHWT elevation
6.06
imsl
Basin bottom elevation
70000
imsi
Storage elevation
1300
fmsl
Basin side slopes
4 0
:1
Top elevation
2000
.......... .
fmsl
Freeboard provided
700`
ft
Basin Bottom Dimensions
Basin length
1,350:00
Basin Wdth
450:00
ft
Length to width ratio
300
:1
0.",
T-.11 See page A-1 for composite
values of Phase I & Phase II
that meet requirements.
Raise basin bottom, Must be at least 2-ft above SHWT
Existing SW8 050547 information, meets
OK 1995 dry detention design criteria.
Too deep, maximum depth of 10-feet allowed
OK
RECEIVED
OK OCT 2 2 2009
DWQ
PROD #
Form SW401-Dry Extended Detention Basin-Rev.3 Parts I. & II. Design Summary, Page 1 of 2

Permit No.,,45i:,O � D 45 b koj)
0 be provided by DWQ)
Additional Information
Total runoff volume captured by basin
291,49
ac-in
Forabay is r: qt;' cd
Forebay provided
Y
(Y or N)
Is basin in a recorded drainage easement?
Y
(Y or N)
OK
Does basin capture all runoff at ultimate build -out?
Y
(Y or N)
OK
Is a sediment depth indicator included?
Y
(Y or N)
OK
Does the basin include a drain?
Y
(Y or N)
OK
Additional Information per comment letter dated October 6, 2009:
a. Orifice Size: 12"
b. Orifice Invert Elevation: 7.00'
c. Orifice Flowrate, cfs: 5.12 cfs
d. Sediment Cleanout Elevation: Forebay = 11.00', Main Basin = 10.63'
e. Average Head: 1.83'
See supporting calculations pages 4 and 5 for
detailed evaluation for c,d,& e.
Form SW401-Dry Extended Detention Basin-Rev.3 Parts I. & II. Design Summary, Page 2 of 2

State Stormwater Management Systems
Permit No. SW8 050547Mod.
Wilmington International Airport Phases I and II
Stormwater Permit No. SW8 050547Mod
New Hanover County
Designer's Certification
I, ,_&g n 1 Al a r(um' , as a duly registered PrOA55110lel Enflnp-er in the
State of North Carolina, having been authorized to observe (periodically! ee c full
time) the construction of the project,
(Project)
for New qh v o krmrf LA01Project Owner) hereby state that, to the
best of my abilities, due carg and diligence w used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature„_,
Registration Number 0 q 5'0
Date % Iq I f _5
JUL 10 201
BY:
SEAL
;1111C�0f/,f��i
�H Apav
dW
SEAL
034503
r
r : i
•��,�1 V,E M
Page 6 of 7

TRANSMISSION VERIFICATION REPORT
TIME 10/28/2009 15:24
NAME : NCDENR
FAX [phone]
TEL [phone]
DATEJIME
10/28 15:24
FAX NO./NAME
93413465
ION
PAGE
•` 00:00:00
RESULT
BUSY
MODE
STANDARD
BUSY. BUSY?NO RESPONSE,
State of North Carolm' �l
'Department of Envi roMent and lYatearal .N?IesozYrm,,
'' ijmbkgton Regional office
Beverly Eaves Perdfue, G;ove1roor Dee Freemam, Secretary
FAX COVER SBEET
Date: lb---2w—
Fax:
Hax'Ei CQR—v io hollow
_..�....+ �kLiIY4t.iI14
FOX: Q1 ��� 150-2004
127 Cw-dinI D^:ve Bxt€ :sicxn, �rNi m?ngton, NC 48405 a [phone] *An Equ a.,, � �'� r:.x .: , ;'^,r <»aeAGE7yes
on B�plo

TRANSMISSION VERIFICATION REPORT
TIME : 10/26/2009 15:22
NAME : NCDENR
FAX [phone]
TEFL 9107967215
DATE,TIME
10128 15:20
FAX-NO./NAME
976262GI
PAGE(S)DURATIN
00:02:26
RESULT
OK
MODE
STANDARD
ECM
State of North Carolina
Department of Environment and Natural
Wilmington Regional Office
Beverly Eaves Perdue , Governor Dee F-reman, Secret
FAX COVER SHEET
Fax. _tA;7a Frax• �? fl'a.. 110-2Q04
Ord Copy to fallow
127 Car nal Orivc, Extongon, wilmington, vC 29405 • [phone] s An Equal Oppart illisY Act on Employer

TALBERT & BRIGHT, INRECEIVED
ENGINEERING & PLANNING CONSULTANTS
LETTER OF TRANSMITTAL
To: NCDENR
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
WE ARE SENDING YOU: ® Attached ❑
❑ Shop Drawings ❑ Prints
❑ Copy of Letter ❑ Change Order ❑
Date: 10/19/2009 Pr PIR # 330rogm
ttention: Linda Lewis
Re: Wilmington International Airport
Stormwater Management - Phase II
Stormwater Permit Application "EXPRESS"
SW8 050547 Modification - Revisions
Under Separate Cover via
Plans
Other
_ the following items:
❑ Specifications
ITEM
DATE
NO.
DESCRIPTION
2
Plan Sheet D-6 & D-7 revised
1
Form SW401 -Dry Extended Detention Basin O& M A reement-Rev.3 revised page 3 of 4
1
1 Form SW401 -Dry Extended Detention Basin Su lement-Rev.3 revised
1
Form SWU-101 SWApplicationWJW2009 revised page 3 of 6
1
Stormwater Computations — revised Appendix pgs. Al-A3 w/ supporting calculations
1
Response Letter
2
Map displaying existin BUA of Phase I & II and proposed gravel maintenance road
THESE ARE TRANSMITTED, as checked below:
®
For Approval
❑
❑
For your Use
❑
❑
For Review and Comment
❑
❑
As Requested
❑
❑
FOR BIDS DUE ON
No Exception taken
Make Corrections Noted
Amend and Resubmit
Rejected — See Remarks
❑
Resubmit
Copies for Approval
❑
Submit
Copies for Distribution
❑
Return
Corrected Prints
❑
Prints Returned After Loan to Us
❑
Other
REMARKS The orifice size is now 12 in. & elevation is 7.0 ft. The basin bottom is listed as 7.0 ft
The storage elevation was raised to elevation 13.0 ft.
Plan Sheet D-6 and calculations have been revised.
Please replace the revised sheets and forms submitted 9/22/09 & 9/23/09
COPY TO Julie Wilsey _ SIGNED Ramon E Marconi, PE
ENGINEERING & PLANNING CONSULTANTS
4810 Shelley Drive Wilmington, NC 28405 910.763.5350 FAX 910,762.6281
Charlotte, North Carolina • Wilmington, North Carolina • Richmond, Virginia

Stormwater Management
Computations Revisions &
Additional Supporting Calculations
Stormwater Management -
Phase II Project
SW8 050547 Modification
TBI Project Number: 3301-0903
Expansion of Extended . Dry Detention Basin No. 1
and Construction of an additional Conveyance
Pipeline
Wilmington International Airport
Wilmington, NC
Prepared For:
New Hanover County Airport Authority
RECEIVED
OCT 2 2 2009
DWQ
PROD # SGU �02S4���'lc
Talbert & Bright
Engineering & Planning Consultants
4810 Shelley Drive
Wilmington, NC 28405
Tel. [phone]
Fax [phone]
NC License No. C-0713
Revised October 19, 2009
Nto1onot%
0�
a
-
024162

Extended Dry Detention Basin No. 1
Existing Configuration (Phase I) — service up to 150 acres, 65% impervious surfacing.
Proposed Configuration (Phase II) — service an additional 114 acres, 85% impervious surfacing.
Soils — Predominantly Leon (Le), Pantego (Pn), Norfolk (No), and Onslow (On) in the drained
condition — hydrologic group `B". Minimal areas of Stallings (St) and Lynchburg (Ls) —
hydrologic group "C". Minimal areas of Seagate (Se) — hydrologic group "A". Mapping areas
of Johnston (Jo) — hydrologic group "D" soils are associated with drainage ways which are not
included in tributary area.
Extended Detention Design Storm
Phase I runoff has been recalculated using the Simple Method for a 1" rainfall event with an
additional 20% sediment storage volume. Phase 11 is designed for a 1.5" rainfall event with an
additional 25% sediment storage volume. This modification to the stormwater permit (SW8
050547) adds Phase I requirements to the current design requirements of additional tributary area
(1.5" rainfall with an additional 25% sediment storage volume). A composite CN value of 88
and composite rainfall depth of 1.22" was determined from Phase I and Phase H to evaluate the
proposed conditions in the PondPack model.
Phase I Permit Data
Drainage Area (sf)
6,534,000 sf
Drainage Area (ac)
150.00 ac
Impervious (sf)
4,247,100 sf
Impervious (ac)
97.50 ac
Impervious Cover
65.00%
Runoff Coefficient, Rv
0.635
Design Rainfall Depth
1.00 in
Minimum Required Volume
345,758 cf
Min. Req. Vol w/ Sediment Storage
414,910 cf
Provided Volume
Required Sediment Percentage
Required Sediment Storage Volume
Provided Sediment Storage Volume
See page A-3 for
Basin Volumes.
See supporting
calculations pages
1 - 3 for
detailed evaluation.
Phase II
Total
+ 4,965,840 sf
= 11,499,840 sf
+ 114.00 ac
= 264.00 ac
+ 4,220,964 sf
= 8,468,064 sf
+ 96.90 ac
= 194.40 ac
85.00%
73.64%
0.815
1.50 in 1.22 in
+ 505,895 cf = 851,653 cf
+ 632,369 cf = 1,047,279 cf
1,058,112 cf
20% 25%
69,152 "ef + 126,474 cf = 195,626 cf
206,459 cf
Elevation for minimum required volume 12.75 ft
Elevation for additional sediment storage 12.98 ft
Set Elevation for additional sediment storage 13.00 ft
20% required volume - forebay volume 209,456 cf
Actual forebay voiume 190,842 cf
Actual forebay % of required volume 18.22%
Appendix A A-1

Drawdown
Using a 12 inch orifice, drawdown occurs in 2.37 days. See supporting calculations page 3 for
detailed evaluation.
Sediment Removal Volumes and Elevations
Volume at berm Sediment Storage Sediment Removal
elevation (12.5') Volume per actual % Elevation
Forebay 190,842 cf 37,622 cf 11.00 ft
Main Basin 828,636 cf 168,837 cf 10.63 ft
Total
206,459 cf
See page A-3 for Basin Volumes.
See supporting calculations pages 3 and 4 for detailed evaluation.
Appendix A A-2

Wilmington International Airport
Stormwater Management - Phase II
Extended Dry Detention Basin No. 1
Basin Volumes
Forebay
Elevation (ft)
Area (sf)
Area (ac)
Volume (cf)
Cumulative (cf)
Cumulative (cy)
Cumulative (ac ft)
8.25 ft
sf
.00 ac
cf
9.00 ft
2,914 sf
.07 ac
1,093 cf
1,093 cf
40 cy
.03 ac ft
10.00 ft
8,975 sf
.21 ac
5,944 cf
7,037 cf
261 cy
.16 ac ft
11.00 ft
52,352 sf
1.20 ac
30,664 cf
37,701 cf
1,396 cy
.87 ac ft
12.00 ft
113,100 sf
2.60 ac
82,726 cf
120,427 of
4,460 cy
2.76 ac ft
12.50 ft
168,560 sf
3.87 ac
70,415 cf
190,842 cf
7,068 cy
4.38 ac ft
Main Basin
Elevation (ft)
Area (sf)
Area (ac)
Volume (cf)
Cumulative (cf)
Cumulative (cy)
Cumulative (ac ft)
7.00 ft
250 sf
.01 ac
cf
8.00 ft
13,657 sf
.31 ac
6,954 of
6,954 of
258 cy
.16 ac ft
9.00 ft
19,051 sf
.44 ac
16,354 cf
23,308 cf
863 cy
.54 ac ft
10.00 ft
85,468 sf
1.96 ac
52,260 cf
75,568 cf
2,799 cy
1.73 ac ft
11.00 ft
210,706 sf
4.84 ac
148,087 cf
223,655 cf
8,284 cy
5.13 ac ft
12.00 ft
298,721 sf
6.86 ac
254,714 cf
478,369 cf
17,717 cy
10.98 ac ft
13.00 ft
506,082 sf
• 11.62 ac
402,402 cf
880,771 cf
32,621 cy
20.22 ac ft
14.00 ft
539,055 sf
12.37 ac
522,569 cf
1,403,340 cf
51,976 cy
32.22 ac ft
15.00 ft
544,897 sf
12.51 ac
541,976 cf
1,945,316 cf
72,049 cy
44.66 ac ft
16.00 ft
5710752 sf
13.13 ac
558,325 cf
2,503,641 cf
92,727 cy
57.48 ac ft
17.00 ft
586,156 sf
13.46 ac
578,954 cf
3,082,595 cf
114,170 cy
70.77 ac ft
18.00 ft
600,567 sf
13.79 ac
593,362 cf
3,675,957 cf
136,147 cy
84.39 ac ft
19.00 ft
615,320 sf
14.13 ac
607,944 cf
4,283,901 cf
158,663 cy
98.34 ac ft
20.00 ft
630,832 sf
14.48 ac
623,076 cf
4,906,977 cf
181,740 cy
112.65 ac ft
Total Basin
Elevation (ft)
Area (sf)
Area (ac)
Volume (cf)
Cumulative (cf)
Cumulative (cy)
Cumulative (ac ft)
7.00 ft
250 sf
.01 ac
cf
8.00 ft
13,657 sf
.31 ac
6,954 cf
6,954 d
258 cy
.16 ac ft
9.00 ft
21,965 sf
.50 ac
17,811 cf
24,765 cf
917 cy
.57 ac ft
10.00 ft
94,443 sf
2.17 ac
58,204 cf
82,969 of
3,073 cy
1.90 ac ft
11.00 ft
263,058 sf
6.04 ac
178,751 cf
261,720 cf
9,693 cy
6.01 ac ft
12.00 ft
411,821 sf
9.45 ac
337,440 cf
599,160 cf
22,191 cy
13.75 ac ft
13.00 ft
506,082 sf
11.62 ac
458,952 cf
1,058,112 of
39,189 cy
24.29 ac ft
14.00 ft
539,055 sf
12.37 ac
522,569 of
1,580,681 cf
58,544 cy
36.29 ac ft
15.00 ft
544,897 sf
12.51 ac
541,976 cf
2,122,657 cf
78,617 cy
48.73 ac ft
16.00 ft
571,752 sf
13.13 ac
558,325 cf
2,680,982 cf
99,296 cy
61.55 ac ft
17.00 ft
586,156 sf
13.46 ac
578,954 cf
3,259,936 cf
120,738 cy
74.84 ac ft
18.00 ft
600,567 sf
13.79 ac
593,362 cf
3,853,298 cf
142,715 cy
88.46 ac ft
19.00 ft
615,320 sf
14.13 ac
607,944 cf
4,461,242 cf
165,231 cy
102.42 ac ft
20.00 ft
630,832 sf
14.48 ac
623,076 cf
5,084,318 cf
188,308 cy
116.72 ac ft
43301 (Wiimington)10903 SW Phase IIWCDENR & NHC SWI
Basin Design - ILM PH II Fxnand Racin I
Pond Sizing (DWQ)
Appendix A A-3

Made by /14A lrl-A.A 11 Date /0— Job Number
a
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Checked by Date 16) Sheet Number
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T
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Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
Website: www.talbertandbright.comr
'7

Stormwater Project No. SW8 050547 Mod.
Wilmington International Airport, Phase I and II
New Hanover County
Response to Request for Additional Information dated October 6, 2009
Response prepared October 19, 2009
Comment 1: Based on a review of the Phase I permit, Phase I was not designed for the 1"
design storm. Including the 20% additional sediment storage volume, the 1" design storm
volume is 414,909 cubic feet. However, the June 15, 2005, permit indicates that the amount of
storage volume provided is only 87,338 cubic feet. It appears that the original reviewer allowed
the consultant to route the storm through the basin, taking the rate at which it rains and the
volume that exits through the orifice into account rather than simply providing the required
minimum storage volume in the system. This system should not have been approved that way
since it does not comply with the regulations for storage volume. The total volume (design storm
plus sediment storage) to be captured in this system needs to be at least 1,047,278 cubic feet.
This will need to be addressed prior to continuing with this permit modification. By raising the
storage elevation from 12.35 to 13.0, the entire design storm and sediment storage requirements
for this dry detention basin can be accommodated.
Response: The design developed in 2005, which was coordinated with and approved by DWQ,
was considered consistent with the requirements of 15A NCAC 02H.1008 (C)(1).
From our meeting August 11, 2009, Talbert and Bright had an understanding with DWQ the
runoff volume would be computed as the previously permitted Phase I volumes plus the Phase II
current design criteria (1.5" design storm, runoff volume computed by the "simple method " and
25% sediment storage). Talbert and Bright explained to DWQ that Phase I was calculated and
permitted using the SCS method, creating the variation of volumes as stated in comment 1.
Talbert and Bright was denied permission to use the SCS method for Phase II, but we understood
DWQ would consider allowing the use of the currently permitted Phase I values. The submitted
design was based on this criterion.
We now understand, DWQ will not allow SCS method for Phase I or Phase H. Therefore, Phase
I runoff volume has been recalculated as requested. The storage elevation has been raised to
elevation 13.0, to capture 1, 058,112 cubic feet. The application plans, and calculations have
been revised.
Comment 2: The supplement form contains some conflicting information. The bottom elevation
is listed as 10.0, but the basin diagram on the O&M indicates a bottom elevation of 6.12. The
sediment removal elevation is reported as 10.49. Do you intend to set the bottom elevation at
6.12, 10 or 10.49? The original basin had a bottom elevation that sloped from 13 to 7. The
reported storage volume provided is based on starting the volume calculation at 6.13. The
calculations will have to be revised to begin at elevation 7.0.
Response: As stated, the basin is sloped from elevation 13.Oft to 7.0 ft. The bottom elevation
listed on the supplement form was based on an average, 10.0 ft. Entering 13.Oft to 7.Oft, as
Page 1

Phase I permit, generates errors within the DWQ excel supplement form. Further, the diagram
on the O&M does not portray the slope of a dry detention.
The intention was to set the bottom of orifice at 6.12 ft inside a structure, and the bottom of the
basin to be 7. 0 f . The calculations did not list any surface area at elevation 6.12 ft.
For clarity, the bottom of the basin and orifice have been set at elevation 7.0 ft. The application,
plans, and calculations have been revised to begin at elevation 7.0 ft. The orifice invert has been
revised to elevation 7.Oft The bottom of the main basin is 7.0 f and the sediment removal
elevation is 10.63 ft As noted, the basin bottom is sloped; the forebay bottom is 8.25 and the
sediment removal elevation is 11.00 ft.
Comment 3: The SHWT is at 6.0, so the lowest bottom elevation for the basin is 7.0, as per the
1995 dry detention design criteria. The basin diagram on the O&M indicates a bottom elevation
of 6.12. Please adjust the application, plans and calculations accordingly to account for a bottom
elevation no lower than 7.0.
Response: The bottom of the basin is 7.Oft The orifice has been modified to 7.Oft, for clarity.
The O&M basin diagram has been revised to state the bottom elevation is 7.0. The application
plans, and calculations have revised.
Comment 4: The new drainage area includes some existing BUA, but the application does not
note an existing BUA amount.
Response: The application has been revised to include the existing BUA. The attached drawing
"BUA" was used to calculate the existing built upon area for Phase I (1,222,553 sJ) & Phase II
(418, 705 s,) using AutoCAD. The background photo used to confirm our line work was taken
during the summer of 2009. The gravel maintenance road in the vicinity of the basin has
proposed modifications providing a net gain of 15,843 sf of BUA. The overall existing BUA is
1, 641, 258 sf and 15,843 of BUA will be added during this project.
Comment 5: The existing supplement form available from the website is not complete. I will be
recommending some additions to reflect the minimum requirements, and to make it more
understandable and user-friendly. In the meantime, since there is no place to report the
following, please add by hand:
a. Orifice size - dimensions or diameter.
b. Orifice invert elevation.
c. Orifice flowrate, cfs.
d. Sediment cleanout elevation.
e. Average head.
Response: The above information was supplied in the Stormwater Narrative and Calculations
and detailed in the Supporting Calculations. The above additional requested information has
been added to SW401-Dry Extended Detention Basin Rev3, page 2 of 2.
Page 2

TALBERT & BRIGHT, INC. �„
.lrr � � �uu
ENGINEERING & PLANNING CONSULTAIVS
LETTER OF TRANSMITTAL
To: NCDENR
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
WE ARE SENDING YOU:
❑ Shop Drawings
❑ Copy of Letter
®
Attached
❑
Prints
❑
Change Order
Date: 09/22/2009 Pro'.- No. 3301-0903
Attention: Linda Lewis
Re: Wilmington International Airport
Stormwater Management - Phase II
Stormwater Permit Application
SW8 050547 Modification -
❑
Under Separate Cover via
❑
Plans
❑
Other
_ the following items:
❑ Specifications
ITEM
DATE
NO.
DESCRIPTION
2
Plan Set
1
Form SWU-101 Version 07Ju1 2009
1
Form SW401-Dry Extended Detention Basin Operation & Maintenance A reement-Rev.3
1
Form SW401 -Dry Extended Detention Basin Su lement-Rev.3
1
Stormwater Management Narrative and Computations — Revised 09/08/09
1
$4,000 application fee check no.: TBI 15195
THESE ARE TRANSMITTED, as checked below:
®
For Approval
❑
No Exception taken
❑
For your Use
❑
Make Corrections Noted
❑
For Review and Comment
❑
Amend and Resubmit
❑
As Requested
❑
Rejected — See Remarks
❑
FOR BIDS DUE ON
REMARKS
❑ Resubmit Copies for Approval
❑ Submit Copies for Distribution
❑ Return Corrected Prints
❑ Prints Returned After Loan to Us
❑ Other
COPY TO Julie Wilsey SIGNED Ramon E Marconi, PE
ENGINEERING & PLANNING CONSULTANTS
4810 Shelley Drive Wilmington, NC 28405 910.763.5350 FAX [phone]
Charlotte, North Carolina - Wilmington, North Carolina - Richmond, Virginia

L�vpoe_s5 s�u,705054--) MOO W - ij Oeledbl
TALBERT & BRIGHT, INC. ftv'9,0'sLL
ENGINEERING & PLANNING CONSULTANTS'°;3ar9
LETTER OF TRANSMITTAL
To: NCDENR
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
WE ARE SENDING YOU: ® Attached ❑
❑ Shop Drawings ❑ Prints
❑ Copy of Letter ❑ Change Order ❑
Bate: 09/23/2009 Pro'. No. 3301-0903
Attention: Linda Lewis
Re: Wilmington International Airport
Stormwater Management - Phase II
Stormwater Permit Application
SW8 050547 Modification - Revisions
Under Separate Cover via
Plans
Other
_ the following items:
❑ Specifications
ITEM
DATE
NO.
DESCRIPTION
2
Plan Sheet D-6 revised & added D-7A
1
Form SW401-Dry Extended Detention Basin O& M A reement-Rev.3 revised page 3 of 4
1
Form SW401 -Dry Extended Detention Basin Su lement-Rev.3 revised page 1 of 2
1
Stormwater Computations — revised Appendix pgs. A1-A3 w/ supporting calculations
009
THESE ARE TRANSMITTED, as checked below:
®
For Approval
❑
❑
For your Use
❑
❑
For Review and Comment
❑
❑
As Requested
❑
❑
FOR BIDS DUE ON
No Exception taken
❑
Resubmit Copies for Approval
Make Corrections Noted
❑
Submit Copies for Distribution
Amend and Resubmit
❑
Return Corrected Prints
Rejected — See Remarks
❑
Prints Returned After Loan to Us
❑
Other
REMARKS The orifice size was modified to 7" to make the drawdown time 4.87
Plan Sheet D-6 and calculations have been revised.
Plan Sheet D-7A was added to provide basin cross section and existing outlet device information.
Please replace the revised sheets and forms submitted 9/22/09.
COPYTO Julie Wilsey SIGNED Ramon E Marconi, PE
ENGINEERING & PLANNING CONSULTANTS
4810 Shelley Drive Wilmington, NC 28405 910.763.5350 FAX [phone]
Charlotte, North Carolina • Wilmington, North Carolina • Richmond, Virginia

Russell, Janet
From: Ray Marconi [[e-mail]]
Sent: Wednesday, September 09, 2009 3:03 PM
To: Russell, Janet
Cc: Eric Stumph; 'Julie Wilsey'
Subject: RE: ILM Stormwater Management Ph II - Express Review
Janet,
We would like to attend September 22 at 10 AM.
We will see you then!
Thank you,
Ray Marconi, PE
[phone]
From: Russell, Janet [mailto:[e-mail]]
Sent: Wednesday, September 09, 2009 11:34 AM
To: rmarconi@tbi!im.com
Cc: [e-mail]
Subject: ILM Stormwater Management Ph II
Ray:
The Express Stormwater meeting has been scheduled with Linda Lewis. Linda is available to meet on September 22, 23
or 24 at 10:00 AM. Please let me know as soon as possible which date is most compatible with your schedule The
meeting will be here in the Wilmington Regional Office.
Please review the "submittal requirements" attachment. Note that all plans must be submitted folded to 9" x 14" to fit
our file system. The file area is too small for notebooks so the materials can be clipped or stapled together. There is a
relatively new stormwater application form on the bmp web site. Please check that site and be sure that you're using
the most up-to-date forms.
We will need 2 copies of the plans but only the original copy of the application and other paperwork such as the
calculations. This is different from the instructions on the web.
look forward to hearing from you soon to confirm the meeting date.
Thanks,
Janet
Janet M. Russell
Express Coordinator
910 796-7421
NOTE: change in email address: [e-mail]

s ttibrNs"*,
North Carolina Department of Environment and
INatural Resources
NCDENR Request for Express Permit Review
For DENR Use ONLY
Reviewer: iu_
Submit �ZZ
Time:
Confirm 9
FILL-IN all the information below and CHECK the Permits) you are requesting for express review. FAX orEmail the completed form to Exo
Coordinator along with a cwno/eted DETAILED narrative site plan (Wftle) and vicinit nzan (same items expected in the anolicahon pack
of the project location. Include this form in the application package.
• Asheville Region Alison Davidson 828-2964698;alisondavidsonC�nanailnet
• Fayetteville or Raleigh Region -David Lee 919-7914203; david leap ail net 44 pr6', 4-4+
■ Mooresville & -PaMck Grogan 704-W3-3772 or rogan0Wn= it
• Washington Region -Lyn Hardison 252-946-9215 oryn hardisonC07anailnet
• Wilmington Region -Janet Russell9laZO-2W4 orianetrussellcoiw aila
q-2
NOTE: Project application received attar 72 noon will be stamped in the following work day.
Project Name: ILM STORMWATER MANAGEMENT - PHASE II County: NEW HANOVER 23 r d S�-t'cc -�
Applicant: JON W. ROSBOROUGH Company: NEW HANOVER COUNTY AIRPORT AUTHORITY
Address: 1740 AIRPORT BOULEVARD, SUITE 12 City: WILMINGTON, State: NC Zip: 28405
Phone:[phone] Fax:[phone] Email: irosborouah0flvilm.com
Project is Drains into C, SW waters Project Located in CAPE FEAR River Basin E C I E"1
Engineer/Consultant: Eric Stumph, PE Company: Talbert & Bright. Inc
Address: 4810 SHELLEY DRIVE City: WILMINGTON, State: NC Zip: 28405 SEP J
Phone: [phone] Fax::[phone] Email: estumphgDtbiilm.com
(Check all that apply)
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
PROJ 0 _
rllofn
❑ Stream Origin Determination: # of stream calls — Please attach TOPO map marking the areas in questions
® State Stormwater ❑ General ❑ SFR, ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)j
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems El High Density —Constructive Wetlands _ # Treatment Systems
® High Density -Other 1 #Treatment Systems ® MODIFICATION SW 805054 (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ®Erosion and Sedimentation Control Plan with 30.0 acres to be disturbed.(CK # (for DENR use))
WETLANDS DUEST/DNSMUSTBEADDRESSEDBEL A-�ted►�.� 1SSl��(`, 1 9 (D�
❑ Wetlands (401j Check all that apply
Wetlands on Site ® Yes ❑ No
Wetlands Delineation has been completed: ® Yes ❑ No
US ACOE Approval of Delineation completed: ® Yes ❑ No
404 Application in Process w/ US ACOE: ❑ Yes ® No
Permit Received from US ACOE ❑ Yes ® No
Isolated wetland on Property ❑ Yes ® No
Buffer Impacts: ® No ❑ YES: acre(s)
Minor Variance: ® No ❑ YES
Major General Variance ® No ❑ YES
401 Application required: ❑Yes 0 No If YES, ❑ Regular
Perennial, Blue line stream, etc on site ❑ yes ® No
For DENR use only
Fee Split for multiple permits: (Check i 1 Total Fee Amount S
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance ❑ Ma' Mln
$
SW ❑ HD ❑ LD ❑ Gen
$
401:
$
LQS
$
Stream Deter.
$
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Ci8C) 22r1l
vsD --5'L7

WILINGTON INTERNATIONAL AIRPORT
WILMINGTON, NORTH CAROLINA
STORMWATER MANAGEMENT - PHASE II
PROJECT OVERVIEW
This project represents the second phase of implementation of the Stormwater Master
Plan prepared for Wilmington International Airport in October 2004 (AIP-30). The
project " includes a modification of Extended Dry Detention Basin No. 1 constructed in
2005 and a portion of a stormwater conveyance pipeline to carry runoff from Phase II of
the Stormwater Master Plan to the Extended Dry Detention Basin No. 1.
The project work is located entirely outside the airport security perimeter, on the land
side of the airport. The stormwater improvements will receive stormwater flows from the
general aviation redevelopment projects and new development on the northern area of
airport property.
The majority of the Stormwater Management — Phase II contract includes further work to
expand Extended Dry Detention Basin No. 1 by approximately 60,000 cubic yards and
the installation of approximately 3,700 feet of 72 inch reinforced concrete pipe.
Extended Dry Detention Basin No. 1 is a stormwater management facility intended to
address the water quality and peak flow attenuation requirements of the North Carolina
Stormwater Rules and the New Hanover County Stormwater Management Ordinance.
The Basin, in the existing configuration is currently serves up to 150 acres of tributary
area, with an average impervious coverage of 65%. Phase II is intended to expand the
Basin to serve an additional 114 acres of tributary area, with an average impervious
coverage of 85%. The Basin and all tributary areas are located entirely on airport
property. Future work is expected to expand the Basin and its maximum tributary area.
Land disturbance activities for this project are associated with installation of the
stormwater conveyance pipeline and modification of Extended Dry Detention Basin No.
1. The total land disturbance included with this project will not exceed 30 acres. No
wetlands will be disturbed as part of this project. A sedimentation and erosion control
permit application has also been submitted for this project.
No new impervious areas are being constructed with this project, except for gravel
maintenance access roads within and bordering the Basin.
�jECE9bED
uu
SEP 0 4 2009
DWO
PROD #

Russell, Janet
From: Ray Marconi [[e-mail]]
Sent: Friday, September 04, 2009 4:16 PM
To: Janet Russell
Cc: Linda Lewis; Cameron Weaver; Eric Stumph
Subject: Wilmington International Airport Stormwater Management Plan Phase II - Express Review
Attachments: Site Plan.PDF; vinicity map.pdf; Request For Express Permit review.pdf; Narrative.pdf
Janet,
Attached are appropriate documents for the express review program for the Wilmington International Airport
Stormwater Management Plan — Phase II project. Talbert & Bright with the Airport representative have met with Linda
Lewis twice to discuss this project. We hope this would be satisfactory as a scooping meeting with the owner. We
would like to submit our permit application for the express program for stormwater next week.
We already submitted the Sediment & Erosion Control permit application on August 13, 2009. At that time, we were
undecided to go forward with express review or regular.
If you require further information or the submittal process is different, please advise.
Thank you,
Ray Marconi, PE
Talbert & Bright, Inc.
4810 Shelley Drive
Wilmington, NC 28405
[phone]
[phone]- Fax
[e-mail]
E C E I V E
SEA 0 4 2009
DWQ
PROJ #

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Lewis,Linda
From: Ray Marconi [[e-mail]]
Sent: Monday, July 27, 2009 4:24 PM
To: 'Linda Lewis'
Subject: RF- ILM SW Mgmt II
Follow Up Flag: Follow up
Flag Status: Completed
Linda,
Since our meeting at your office April 21, 2009, we had a change in design plans for the Phase II Stormwater Plan for the
Wilmington Airport. Due to unsuitable soils, providing a second basin is impractical. We have decided to enlarge the
existing basin to accommodate the Phase II drainage area.
I have a couple of questions:
Both drainage areas will be draining to the same existing basin; would this be a modification to the Phase I permit or
would Phase 2 be a separate permit? Same owner for the basin, and drainage areas.
The new SWU-101 is confusing me as well. IV. Project Information, No. 4 asks for "property area", "wetlands" etc.
Phase 1 was 150 acres at 65% impervious. This project, Phase 2, is 114 acres at 85% impervious.
If I put the information requested, total property area being approx. 1600 acres, both projects would be low density. I
believe this would fall under the "pocket of high density", which we are not debating.
It seems it would be simpler to put the project drainage area and impervious area, as done in Phase I.
Thoughts?
To add:
To provide a more effective treatment BMP, we have designed the modified basin to handle both Phase I & II for the
1.5" event and an additional 25% sediment storage volume, versus leaving Phase I at the 1" event and 20% sediment
storage.
If it would be easier to discuss over the phone, please give me a call.
Phase I permit no.: SW8 050547
Master Plan permit no.: SW8 040836
Thank you,
Ray Marconi, PE
[phone]
From: Eric Stumph [mailto:[e-mail]
Sent: Tuesday, April 28, 2009 2:13 PM
To: 'Linda Lewis'
Cc: 'Ray Marconi'
Subject: ILM SW Mgmt II
Wilmington International Airport

Stormriater Management Phase II
4/28/2009
Linda:
Have you had a chance to review some of the ideas we discussed last week with others in the Division? We hope to have
further guidance over the next week or two for design of the extended dry detention basin and forebay.
Thanks.
Eric M. Stumph, P.E.
Talbert & Bright, Inc.
4810 Shelley Drive
Wilmington NC 28405
Voice 910-763-5350
fax [phone]

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TALBE FC7 -' & BRIGHT
July 27, 2006
Mr. Paul T. Bartlett, P.E.
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: Wilmington International Airport
Stormwater Management — Phase I
AIP 3-37-0084-34; TBI No. 3301-050I
NCDENR DWQ #SW8 050547
Dear Paul:
Enclosed for your records is the completion statement for Extended Dry Detention Basin No. 1 at the
Wilmington International Airport, Permit No. SW8 050547.
Please call should you have any questions.
Sincerely,
Eric M. Stumph, P.E.
Enclosures
c: Ms Julie Wilsey, Deputy Airport Director (w/enc.)
ENGINEERING & PLANNING CONSULTANTS
WWW.TALBERTANDBRIGHT.COM
4810 SHELLEY DRIVE WILMINGTON, NC 28405 910.763.5350 FAX [phone]
WILMINGTON, NORTH CAROLINA • CHARLOTTE, NORTH CAROLINA • RICHMOND, VIRGINIA

JUN. 28. 2005 10:47AM TALBERT&BRIGHT _ NO. 805 P. 3
NCDENR ►�
North Carolina Department of Environment and itural Resources127 Cardinal Drive, Wilmington NC 28405 (910) 395-0 FAX [phone]
Request for Express Permit Revie
I
RU4N all informadon below and CHECK rei'quired Permits)
FAX or email to Cameron.Weave0mcmail-no along with a narrative and vicini m of the project location.
Projects must be submitted by 9;00 A.M. of the review date, unless prior arran Monts are made.
APPLICANT Name Jon Rosborouoh, Airport Director
i
Company New Hanover County Mirport Authodly
Address 1740 A<rport Blvd. CitylState Wilmington,�NC
Zip 28405
County New Hanover
Phone [phone] Fax [phone] Em
ill 'rosb
rou h ilm.com
PROJECT Name General Aviation Apron Expansion
I
PROJECT LOCATED IN Cape Fear RIVER BASIN
ENGINEER/CONSULTANT Robert C. Williams. El
Company Talbert & Bright, Inc.
Shelley Drive City/State Wllmin ton
NC Zip 28405
County New Hanover
Address 4810
Phone [phone] Fax [phone] En
ail rVAlliamstOtbillm.com
❑^STREAM ORIGINATION CERTIFICATION; Stream Name
t
® STORMWATER ❑ Low Density ® High Dens i
-Detention Pond
® High Density -Other
❑ Low Density -Curb & Gutter El Densi
-infiltration
[I Off site
❑ COASTAL ❑ Excavation & Fill ❑ Bridges & Culver
s ❑ Stru
res Information
MANAGEMENT ❑ Upland Development ❑ Marina Development
❑ Urban,Waterfront
® LAND QUALITY ® Erosion and Sedimentation Control Plan with
3.0 acres tc
be disturbed.
❑ WETLANDS (401) ❑ No Wetlands on Site (letter from COLS ❑Wetlands D
lineated/No JD
❑ Greaterthan 0.1 AC Wetlands Impacted nJurisdictlomg
Determination has been done
❑ Less than 0.1 AC Wetlands Impacted c ❑Greater than
0.5 AC Wetlands Impacted _
The legislation allows additional fees, not to exceed 50% of the orfginLl Express Review
permit application
fee, to be charged for subsequent reviews due to the insufficiency of the permit appfic
illtions.
For DENR use only
SUBMITTAL DATES: Fee Split for multiple permits: G
SW $
CAMA $
LOS $
401 $
Total Fee Amount $
f

JUN.28.2005 10:47AM TALBERT&BRIGHT NO.805 P. 4
Wilmington International AiC port
Wilmington, North Carolina
General Aviation Apron'Fxp�nsion
dune 2005
Project Overview
The General Aviation Apron Expansion project at the W' n Intemational Airport consists
of constructing approximately 12,000 square yatds of paved Lsphalt surface to provide additional
parking space and movement area for general aviation aircraft. The project will involve
demolition and removal of an existing general aviation termifial building and removal of existing
concrete and asphalt pavement. The concrete pavement serves as part of the msting apron. The
remainder of the pavement to be removed is asphalt and onsists of the 'sting parking lot
sewing the terminal building. The project area will be grad d and then pav with new asphalt
pavement. Storm drain pipe and structures will also be in alled to cony storm water away
from the site for treatment and storage.
The project will result in a net increase in impervious area f 1.3 acres. Storm water will drain
from the site through a series of inlets and pipes and connec to anew conveyance system which
drains to the Airport's Extended Dry Detention Basin No. . Both the dry detention basin and
new conveyance system were recently permitted by NCD (Permit No. SW8 050547). The
extended dry detention basin will provide 50% TSS remo al. A VortcsTBie Storm Water
Treatmmit System will be used to provide minimum 35% T S removal to meet the total required
85% TSS removal.
Several project constraints made it necessary to use a mechanical storm w-1
instead of a vegetative system (swale). The apron expansi+ will tie into
several sides, On the other sides of the expansion future Ftection
and hai
constructed. FAA grading requirements and NFPA fire stand
drain away from these buildings. These constraints wouldallow any sl
swales or similar BNO to allow for TSS removal. Water I be required
and then piped away from the site. Because of the relatively flat grades c
depth required for pipe, it is impractical to pipe the water into a Swale. Bec
a mechanical storm water treatment system is proposed. T e system will
runoff from the paved apron.
The total land disturbance for the project will be 3.0 acres.1 Erosion and
controlled with the use of silt fence, inlet protection, and abilized cons'
areas disturbed by grading operations, with the exception o the paved are
mulched. The seeding mixture, fertilizer, and liming applications i
specifications are based on requirements contained in they North Caroli
Erosion Control Design Manual. The required mixture and applica
previously used successfully at the airport.
r treatment system,
isting pavement on
it buildings will be
ds require water to
it flow into grassed
be drained to inlets
the airport area and
use of these reasons,
limited to treating
lamentation will be
tion entrance. All
will be seeded and
s included in the
Sedimentation and
L rates have been

JUN. 28, 2005 10:46AM TALBERT&BRIGHT N0. 805 P. 1
TALBERT & BRIGHIT, INC
ENGINEERING & PLANNING ICONSU TANTS
FACSIMILE TRANSMI#AL
i
To: Cameron Weaver From: I Robert VVilliams
Company: NCDENR Date: Ii 6/28105
Fax No. 910 350-2004 Total No. bf pages including cover: 5
Tel No. 910 395-3900 TBI Ref. o. 3301-04
Subject: Express Review Request Project Ngme: ILM GA Apron Expansion
IF YOUDO NOT RECEIVE THE SPECtiP1ED NUMBER OF PAGES PLEASE CALLIMIM)EDIAT&Y AND WE WILL RE5 ND THE MISSING DOCUMENn,
IF ANY, OTHERWISE, WE WILL ASSUME ALL PAGES wERE TRAmmrnw sATISFAaoFnYJ
NOTES/COMMENTS:
Cameron,
Enclosed is a request for an Express Permit Review for the Gen"I Aviation Apror i Expansion project at the
Wilmington International Airport. As per the attached e-mail, we uld like to have a preliminary review
meeting to talk about the project before we submit the application. I Please call me f you have any
questions.
Sincerely,
Robert Williams, El
The information Contained iA this raCSlmile message is privliegaa ano contiaentn
entity named as recipient, if the reader is not the intended recipient, be hereby
communication is atrictly prohibited. If you have received this communication in
ENGINEERING & PLANNING CC]
4810 Sheller Driae lRlilmington, IBC 28405 910.7
Charlotte, Nonh Carolina • Wilmington, North Ca.
ea ins% any aissemi ation, cistn[
please notify us Immediately by
u.
LTANT'S
350 FAX 910.762.E 1
a - Richmond, Vir h[a
is inniviouai or
or copy of this
lone and return

JUN.28.2005 10:46AM TALBERT&BRIGHT
NO. 805 P. 2
bent Williams
From: Cameron Weaver [Cam eron.Weaver(Mncmaii.net)
Sent: Thursday, June 23, 2005 4:26 PM
To: Robert Williams I
Subject. Re: Wilmington International Airport - CA Apron Expar
WIRO Express Cameron.Wgwerx
Wlew Cmersheet. d (410 B) Attached, please find the R quest for ExI
this out and
attach the requested documents. Once I've received a tht, I will be at
to schedule a pre -application meeting for this project; s hedules are
pretty full next week, so I'll have to let you know about t e date after
I've distributed your request.
Cameron
Robert Williams wrote:
> Dear Mr. Weaver,
> We are working on a design for expansion of th
> at the Wilmington Intemational Airport and have
> regarding stormwater treatment. We would like
> permitting for Stormwater and Erosion & Sedim
> to have a preliminary review meeting to discuss
> get NCDENR's comments and guidance on the
> for review. We would like to meet with you some
> to July 1) to discuss this project Please let me I
> possible and a time that would be convenient.
> Robert Williams, El
> TALBERT & BRIGHT, INC.
> 4810 Shelley Drive
> Wilmington, NC 28405
> [phone] office
> [phone] fax
1
Aviation
Dstions
express
nd would
,stions ai
,fore we
week (Ji
is
Project
Review. Fill
to
3mit it
27

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